bridge report sr 397 (mack hatcher … report. sr 397 (mack hatcher. parkway) from sr 106 to ....

BRIDGE REPORT SR 397 (MACK HATCHER PARKWAY) FROM SR 106 TO TOWNSEND BLVD

(REVISION 3)

Report of Subsurface Exploration and Geotechnical Engineering Study for

Proposed Bridge and Approaches for Mack Hatcher Parkway Extension

Franklin, Tennessee

Submitted to: CDM Smith

Nashville, Tennessee

Submitted by: Amec Foster Wheeler

Environment & Infrastructure, Inc. Nashville, Tennessee

August 31, 2017

File No. 5-5129-0000

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Amec Foster Wheeler, Environment & Infrastructure, Inc. 3800 Ezell Road, Suite 100 Nashville, Tennessee 37211, USA (615) 333-0630 www.amec.com

August 31, 2017 CDM Smith Parkview Towers 210 25th Avenue North, Suite 1102 Nashville, TN 37203 USA (615) 320-3161 Attention: Ms. Brandie C. Cookston, PE, CPESC, CPSWQ. RE: Report of Subsurface Exploration and

Geotechnical Engineering Study (Revision 3) Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee Amec Foster Wheeler File No. 5-5129-0000 Dear Ms. Cookston: Per authorization from CDM Smith, Amec Foster Wheeler, Environment & Infrastructure, Inc. (Amec Foster Wheeler) has completed the referenced geotechnical engineering study at the above-referenced site and updated the report. The purposes of this study were to characterize general subsurface conditions and provide comments and recommendations concerning site preparation, grading, deep foundation design parameters, and pavement design for new bridge and approaches for the roadway corridor in Franklin, Tennessee. Presented herein are our opinions and recommendations regarding the geotechnical aspects of the design and construction of the subject project.

The GBA organization has prepared important information regarding studies of the type performed, and this is attached for your review. An assessment of the environmental aspects of the site was beyond the scope of this study. We appreciate this opportunity to be of service to CDM Smith and the City of Franklin, Tennessee. At your convenience, we are available to discuss the details of this report.

Sincerely, Amec Foster Wheeler Douglas E. Tate, P. E. Nathan Long, P.E., P.G. Senior Geotechnical Engineer Senior Geotechnical Engineer

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Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page i

TABLE OF CONTENTS PAGE

EXECUTIVE SUMMARY………………………………………………… ......... ……………………. A 1.0 PROJECT LOCATION AND DESCRIPTION .................................................................. 1

1.1 Project Information ....................................................................................................... 1 1.1.1 Bridge and Bridge Approaches ............................................................................... 1

1.2 Project Site Description ................................................................................................ 1 1.2.1 Rebel Circle ............................................................................................................ 1 1.2.2 Harpeth River and Brownland Farms ...................................................................... 2

2.0 SITE CONDITIONS ........................................................................................................ 2 2.1 Terrain .......................................................................................................................... 2 2.2 Surface Drainage .......................................................................................................... 2

3.0 REGIONAL GEOLOGY AND GEOLOGIC HAZARDS .................................................... 3 3.1 General ........................................................................................................................ 3 3.2 Seismic Hazard ............................................................................................................ 3 3.3 Lithology ....................................................................................................................... 3 3.4 Karst Hazard (Bridge Report) ....................................................................................... 4 3.5 Strip Mining Hazard ...................................................................................................... 4 3.6 Floodplain Hazard ........................................................................................................ 4

4.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING ................................... 5 4.1 Exploratory Program ..................................................................................................... 5

4.1.1 Relocated Borings .................................................................................................. 5 4.2 Subsurface Conditions .................................................................................................. 6

4.2.1 Overburden ............................................................................................................. 6 4.2.2 Bedrock Cores ........................................................................................................ 6 4.2.3 Ground Water ......................................................................................................... 6

5.0 LABORATORY TESTING ............................................................................................... 6 6.0 ENGINEERING RECOMMENDATIONS ......................................................................... 7

6.1 Bridge Foundations – General ...................................................................................... 7 6.1.1 Driven H-Piles – Integral Abutments ....................................................................... 7 6.1.2 Drilled Piers – Bents ............................................................................................... 8

6.2 Pavement Design ....................................................................................................... 13 7.0 SITE PREPARATION/GRADING RECOMMENDATIONS .............................................14

7.1 Stripping, Grubbing, and Undercutting ........................................................................ 14 7.2 Engineered Fill ........................................................................................................... 15

7.2.1 General ................................................................................................................. 15 7.2.2 Engineered Soil Fill ............................................................................................... 15 7.2.3 Graded Solid Rock (Shot Rock Fill) ....................................................................... 16 7.2.4 Mixed Rock and Soil Fill ........................................................................................ 16 7.2.5 Embankment Settlement ....................................................................................... 17

7.3 Slopes ........................................................................................................................ 17 7.3.1 General ................................................................................................................. 17 7.3.2 Temporary Slopes ................................................................................................ 17

8.0 CONSTRUCTION MONITORING ..................................................................................18 9.0 REPORT LIMITATIONS ................................................................................................18 10.0 CLOSURE .....................................................................................................................19

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Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page ii

TABLES

Table 1 Anticipated Foundation Bearing Elevations ..................................................................10 Table 3 Road Segments/Cross Sections with Similar Grading Requirements ...........................15

LIST OF APPENDICES

GBA INFORMATION ............................................................................................... APPENDIX 1 GEOTECHNICAL DRAWINGS ................................................................................ APPENDIX 2 BORING LOGS ........................................................................................................ APPENDIX 3 LABORATORY TEST RESULTS ............................................................................. APPENDIX 4

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Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page A

EXECUTIVE SUMMARY - GEOTECHNICAL STUDY PROPOSED MACK HATCHER PARKWAY BRIDGE AND APPROACHES

FRANKLIN, TENNESSEE

Amec Foster Wheeler prepared this geotechnical report for the design and construction of the planned bridge and approaches as part of the Mack Hatcher Parkway Extension in Franklin, Williamson County, Tennessee. This geotechnical study is for an approximately 4,000-foot long segment of the planned roadway that includes construction of an approximate 2,785-foot long bridge that will span the Harpeth River at Baugh Bend. Grading for the proposed bridge and approaches will involve fill up to about 15 feet in maximum thickness.

At the time of the exploration (2009), the terrain was a combination of tilled fields to the west of the Harpeth River, equine pasture (Brownland Farms) between the meandering bend of the Harpeth River (Baugh Bend), and heavily tree lined crossings of the river. East of the Harpeth River, a segment of old road bed and a razed bridge extend to the western limits of the Rebel Meadows subdivision. Existing improvements along the alignment include several residences with sheds and fences. Approximately 25 feet of topographic relief is present across the area proposed for construction.

Our subcontractor drilled 55 borings as part of the exploration program. Of these, 46 borings were advanced at the bridge structures, which we cored into bedrock. The remaining nine borings were advanced in the planned approaches and did not extend into the underlying bedrock. The study includes laboratory testing of soil samples to determine engineering and index soil properties for design. The overburden at the locations included a thin topsoil interval (approximately one foot in average thickness) underlain by native, predominately stiff/very stiff, silty, occasionally sandy, clay soil that extends to the bedrock surface. Residual clay soil constitutes the larger fraction of the on-site native soils, and much of the overburden near the river is alluvial in origin.

Based on the exploration data, we judge that the soil subgrades, within the limits of the proposed abutments, should be stable and suitable for fill placement and road construction. We expect the bridge foundations to be installed through the existing soil subgrades and founded within the bedrock intervals. We expect no additional grading activity, outside of the north and south abutments and approaches. Foundation recommendations for the bridge include driven pile elements for the integral abutments with drilled pier foundations for the bents. We consider those foundation types optimal for each application due to expected behavior and performance, constructability, high load-carrying capacity, and resistance to scour.

Notice: Amec Foster Wheeler provides this Executive Summary solely for purposes of overview. We omit several details in the Executive Summary, any one of which could be crucial to the proper application of the data contained in this report. You must review the full report in its entirety to comprehend the complexities and details of this project.

**** END OF SUMMARY ****

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Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 1

1.0 PROJECT LOCATION AND DESCRIPTION

1.1 Project Information

The proposed Mack Hatcher Parkway West Extension will consist of approximately 2.7 miles of four-lane divided roadway, existing roadway improvements, and a new bridge spanning the Harpeth River and its associated flood plain at Baugh Bend. The proposed alignment begins near the proposed intersection with Townsend Boulevard, just east of the existing Westhaven development.

Specifically, the roadway will begin south of the proposed intersection with Townsend Boulevard, at approximately Station 821+22. The Mack Hatcher extension will extend north, crossing Townsend Boulevard, Highway 96, and Old Charlotte Pike before curving east towards Del Rio Pike. In addition to new intersections, improvements are also planned for the existing Highway 96 and Del Rio Pike as they approach the new intersections. From Del Rio Pike, the proposed alignment proceeds east to the western bridge approach at approximately Station 921+00. The proposed bridge will span approximately 2,785 feet of flood plain, crossing the Harpeth River at Baugh Bend twice before the east abutment at Station 954+30.

This report will address the proposed bridge over the Harpeth River and its approaches from Station 920+00 to Station 961+22 at Hillsboro Road. Roadway elements to the west and improvements to Hillsboro Road will be covered in a separate report.

1.1.1 Bridge and Bridge Approaches

The proposed western bridge approach begins at approximately Station 921+00 and extends to the western abutment at approximately Station 926+45. The bridge then spans the Harpeth River flood plain at Baugh Bend (Brownland Farm) from the west abutment to the east abutment at Station 954+30. The proposed eastern bridge approach will extend from the east abutment to approximately Station 961+22 at its intersection with Hillsboro Road. The eastern approach incorporates a retaining wall (Retaining Wall No. 1) from Sta 954+47.50 to Sta 955+29.50 along the north embankment slope.

Grading requirements for the approaches will involve the construction of approach ramps with fill ranging from 0 feet to 15 feet in thickness. The slope inclinations for the approach ramps range between 2H:1V to 4H:1V, depending on location, but are typically 3H:1V.

We understand that the Harpeth River crossing will include a 2,785 feet long, concrete and steel bridge. The Harpeth River makes a 180° bend and passes beneath the proposed bridge twice. The bridge will incorporate 18 bents.

1.2 Project Site Description

1.2.1 Rebel Circle

The proposed bridge and associated approaches will be situated just west of Hillsboro Road at the intersection of the existing Mack Hatcher Parkway. The eastern approach will pass through the Rebel Meadows development along the northern leg of Rebel Circle and Victoria Drive. Existing structures include several residences with associated out buildings and structures.

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Utilities within this segment include overhead electric, telephone and cable, in addition to buried telephone, cable, water and sewer lines, and natural gas mains and service lines. TVA transmission lines and towers are just north of the proposed alignment.

An examination of the Leipers Fork topographic and geologic quadrangles for the years 1949, 1963, and 1981, indicate that the Rebel Meadows subdivision was constructed over several closed depressions. Specifically, a large closed depression is mapped, trending northwest-southeast, at the intersection of Victoria Drive and Rebel Circle.

An apparent berm has been constructed along the backyards of several of the houses along the western side of Rebel Circle. A few feet west of the berms, extending north to south, the geologic and topographic maps from 1949, 1963, and 1981 indicate that a previous roadway and bridge had spanned the Harpeth River. The old bridge foundation elements were observed in the river during our investigation.

1.2.2 Harpeth River and Brownland Farms

West of Rebel Meadows, the bridge will span the Harpeth River east and west of Baugh Bend (Brownland Farms). This segment is generally open pasture with several fences associated with the horse farm. The only utility noted within this segment is the TVA transmission lines and towers located just north of the proposed alignment.

Several internally drained closed depressions and open throat sinkholes are present along the proposed bridge alignment.

2.0 SITE CONDITIONS

2.1 Terrain

The terrain through the area of study is a combination of tilled fields to the west of the Harpeth River, equine pasture (Brownland Farms) between the meandering bend of the Harpeth River (Baugh Bend), and heavily tree lined crossings of the river. East of the Harpeth River, a segment of old road-bed and a razed bridge extend to the western limits of the Rebel Meadows subdivision.

2.2 Surface Drainage

During our 2009 exploration, we observed several soil drop-outs at the driveway leading to 925 Rebel Circle and at the ditch line adjacent to 918 Victoria Drive. Existing natural gas and water lines were seen suspended within the drop-outs. Surface drainage within this segment of the subdivision appeared to be routed directly into the open throats of the soil drop-outs at 925 Rebel Circle and those at 918 Victoria Drive. Within the limits of Brownland Farm (Baugh Bend), several internally drained closed depressions, and open throat sinkholes are present along and adjacent to the proposed bridge alignment. Drainage within the site appears to be generally good, with surface drainage east of Station 937+87.5 being routed east to several of the closed depressions. An open throat sinkhole adjacent to Station 941+97 appears to receive the majority of the surface drainage. Surface drainage west of Station 937+87.5 is generally routed south and west to the river, with some ponding of water just south of the proposed

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alignment. Surface drainage west of Baugh Bend is generally routed east through the heavily wooded bank to the river.

3.0 REGIONAL GEOLOGY AND GEOLOGIC HAZARDS

3.1 General

The project site is located within the City of Franklin, Tennessee, along the eastern edge of the Leipers Fork, Tennessee quadrangle. Based on an examination of the 1963, 7.5 minute geologic quadrangle, the geology within the study area typically includes horizontally bedded sandy and shaly limestone members of the Bigby-Cannon Limestone and the Hermitage Formation. In addition, while not mapped, our current study has shown that areas adjacent to the Harpeth River contain alluvial sediments in addition to fill intervals (concrete slabs, boulders and other structures) that have been placed along the cut banks of the river. Residual soils formed at the Bigby-Cannon Limestone/Hermitage Formation contact are typically rich in sandy phosphatic soils.

3.2 Seismic Hazard

No significant faults or other geologic anomalies are noted on available geological mapping within close proximity to the site. The 1963, 7.5-minute Franklin, Tennessee geologic quadrangle shows a minor thrust fault east of Interstate 65, about 2 miles east of the project site. While recent seismic events have been felt within the Franklin, Tennessee area, we believe that there are no active faults located within the Franklin, Tennessee area.

The site is near Latitude 35.938691°N, Longitude 86.911436°W, based upon the 2009 AASHTO Guide Specifications for LRFD Seismic Bridge Design, for Site Class C, very dense soil and soft rock, Ss = 0.216g, S1 = 0.080g, and PGA = 0.090g at the bedrock surface. Amplification factors are Fs = FPGA = 1.2, and Fv = 1.7, resulting in As = 0.108g, SDS = 0.259g, and SD1 = 0.135g.

3.3 Lithology

Published geologic information from the Leipers Fork, Tennessee quadrangle and the Franklin, Tennessee quadrangle, and an examination of the bedrock core, indicate the project site is underlain by two formations, the Hermitage Formation and the Bigby-Cannon Limestone. The Hermitage Formation is mapped within most of the proposed bridge corridor below approximately elevation 620 feet, with the Bigby-Cannon Limestone relegated to the higher elevations east of Baugh Bend and extending to Hillsboro Road. The Hermitage Formation is composed of two facies, the Coquina facies and the laminated argillaceous limestone facies. The Coquina facies consist of a fossiliferous limestone with disseminated silt and shale partings and is medium gray to brownish gray, medium bedded and characterized by numerous brachiopod shale fragments. It is generally 10 to 20 feet in thickness. The Coquina facies grades into the laminated argillaceous limestone facies, which is generally silty to sandy, medium gray to dark gray in color, fine to medium grained, thin bedded to laminated, with thin shale partings. The laminated argillaceous limestone facies is approximately 60 feet thick.

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Based on our subsurface investigation, within the footprint of the bridge and approaches, we believe the Bigby-Cannon is only present as residual soils or boulders overlying the Hermitage Formation bedrock.

3.4 Karst Hazard (Bridge Report)

Both the Hermitage Formation and Bigby-Cannon Limestone are susceptible to the formation of karst features (sinkholes). The USGS geologic and topographic maps from 1949, 1963 and 1981 show some inwardly-drained, close depressions (indicative of localized, karst-related ground subsidence) within the Rebel Meadows Subdivision. In addition, there are several internally closed depressions mapped on the project survey provided by CDM Smith across Baugh Bend (Brownland Farm). Several open cavities were noted within the overburden and bedrock intervals during sampling and coring. We believe that the proximity of the project site to the meandering Harpeth River may have irregularly eroded the softer bedrock intervals, as seen within several of the borings.

Because this site is underlain by carbonate rock, there is a risk of future sinkhole development. However, we believe the potential for sinkhole development at the subject site is no greater than for other sites within this geologic setting. Because the present state of geotechnical engineering does not permit accurate prediction of where or when sinkholes will occur, the Owner should realize that the possibility for post-construction sinkhole development cannot be completely eliminated. Therefore, construction on this property, or essentially any other site within this geologic setting, carries with it some risk that future sinkholes may occur. The associated risk can be reduced by careful attention to the details of site preparation presented later in this report. Site grading should be established to provide positive drainage, both during and after construction, so as to minimize the potential for future sinkhole development. During construction, the grading contractor should be alert to any indication of possible incipient sinkholes within the subsurface. Any sinkhole features encountered during the site grading or during later stages of construction, should be repaired under the direction of the geotechnical engineer. A typical sinkhole repair diagram has been included within the General Notes section of the plans and cross-sections submitted with this report.

3.5 Strip Mining Hazard

The Franklin, Tennessee and Leipers Fork, Tennessee quadrangles show clusters of previously active strip mines south, north and east of the project area. At least 14 active phosphate pits were indicated on the 1963 quadrangles within two miles of the project footprint. Our experience suggests these mine sites were positioned within stratigraphically higher bedrock units (principally, the Bigby-Cannon and Hermitage Formations), generally at or near the formation contacts. Ultimately, no surficial or direct evidence of previous mine activity was noted within the study corridor during our visit, nor was any detected at the locations explored.

3.6 Floodplain Hazard

Based upon project information provided by CDM Smith, the normal pool elevation and the predicted high water level (at the 1% chance annual exceedance flood) at the river crossing are 596.49 MSL and 624.32 MSL, respectively. Design, planning, development, and construction near or within the stipulated floodplain should be undertaken by the designers in accordance

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with local, state, and federal mandates. In addition, the designers should consider scour potential and lateral forces for the bridge elements.

4.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

4.1 Exploratory Program

We conducted the exploration program in 2008 and 2009, which comprised 60 sampled or augered and/or cored borings that were situated along the proposed bent, abutment and approach locations. We note that some of the borings were drilled for a second bridge that was originally planned to run parallel on the north side of the currently planned bridge. The north bridge is now considered a future expansion and is not included in this phase of the project.

The geotechnical boring locations were determined by Amec Foster Wheeler, with actual locations and elevations established in the field by Ed Adams and Associates. Drilling was accomplished with truck mounted drill rig. The borings were advanced using power auger techniques; the overburden, where present, was drive-sampled in general accordance with ASTM D1586 (Penetration Test and Split-Barrel Sampling of Soils). Three relatively undisturbed samples (i.e., Shelby tubes) were obtained in general accordance with ASTM D1587 (Standard Practice for Thin Walled Tube Sampling of Soils). Each boring was extended to auger refusal. Forty-five of the borings were subsequently cored using diamond core drilling techniques per ASTM D2113 (Diamond Core Drilling for Site Investigation). A member of our professional staff was on-site to direct the exploration and log the materials encountered within the borings. Upon completion of soil drilling, all borings were monitored for the presence of ground water, and were again at the completion of coring, where applicable. Individual borings were backfilled as noted in the boring logs. In addition, a bulk soil sample was obtained from selected borings. Note the appended logs (Appendix 3).

Samples generated by the 2009 exploration were returned to our Nashville, Tennessee laboratory for testing.

4.1.1 Relocated Borings

Borings B-1 thru B-121 and borings B-93, B-94, and B-95, were relocated in 2009 during the field exploration to avoid existing utilities, houses and trees. Once the property has been purchased, and the structures and utilities razed, those borings for the bridge supporting structures should be re-drilled, at their intended location to confirm bridge foundation conditions. Additionally, numerous trees at the river crossings required the re-location of Borings B-18, B-19, B-20, B-21, B-42, and B-43. Borings B-44 and B-45 were situated deep in a wooded tract and were eliminated during this phase of the exploration. All the relocated and deleted borings should be re-drilled to confirm bridge foundation conditions.

1 We did not drill Borings B-13, B-44, B-45, B-89 through B-92, and B-96 through B-100. Borings B-53 through B-88 were drilled for the alignment and are not included herein.

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4.2 Subsurface Conditions

4.2.1 Overburden

The overburden thicknesses at the locations explored, varied from boring to boring. Within Rebel Meadows subdivision, the surficial materials consisted of a thin veneer of topsoil underlain by a mixture of medium stiff to very stiff, sandy, silty clay and loose to medium dense, variably clayey sand and gravel that extended to bedrock. Refusal depths ranged from 11.5 feet to 43.5 feet.

Within Baugh Bend, the overburden consisted of surficial topsoil that ranged in thickness from 8 feet adjacent to the river, to a minimum thickness of 1 foot. Below the surficial topsoil intervals, medium stiff to stiff, sandy, silty clay and clayey silt and loose to medium dense, silty sand and gravel that extended to refusal depths. Refusals within the Baugh Bend (Brownland Farm) area ranged from 7.0 feet to a maximum depth of 23.6 feet.

4.2.2 Bedrock Cores

Bedrock was cored at 45 locations to depths ranging from 24.6 feet to 65.0 feet beneath the existing ground surface. The recovered core consisted of variably weathered, sandy to very sandy, shaly limestone from the Hermitage Formation. Each boring was logged for lithology, weaknesses, Rock Quality Designation (RQD), and Recovery Percentage (REC).

Bedrock obtained from the Rebel Circle area was extremely weathered and varied greatly in the quality and recovery percentage. Percent recovery ranged from 19% to 100%, with RQD values ranging from 0 to 98, with numerous open cavities at a variety of depths.

Bedrock obtained from the Baugh Bend (Brownland Farm) area and west of the Harpeth River was generally more intact, with REC and RQD in this area generally above 90% and having some open cavities present at a variety of depths.

As noted on the appended Logs, the calculated REC and RQD values within horizons depicting slight or less weathering, were consistently above 75 (per ASTM D6032, the classification of “Good” bedrock ranging from 70% to 90%) and were predominately in the 90+ range (the lower threshold for bedrock quality deemed ‘Excellent’).

4.2.3 Ground Water

Prior to coring, each boring was dry. Coring was accomplished using water to lubricate and cool the core bit. Upon completion of coring, the drilling water levels ranged form 2.0 feet below ground surface to dry, with 100% of the drill water being lost. Within those areas adjacent to the Harpeth River, the drilling water levels generally mirrored the river elevation. Note the appended logs and profiles (Appendix 3).

5.0 LABORATORY TESTING

Soil samples and rock cores were returned to our Geotechnical and Construction Materials Laboratory in Nashville, Tennessee. Selected soil samples were subjected to laboratory testing to assess the soils’ classification and engineering properties. Laboratory tests include natural moisture content, Atterberg limits, grain size analyses, unconfined compressive strength tests,

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standard Proctor tests, and California Bearing Ratio. Laboratory tests results are presented in Appendix 4.

6.0 ENGINEERING RECOMMENDATIONS

6.1 Bridge Foundations – General

We understand that the bridge design includes a combination of concrete and steel structures with integral abutments. We understand this will require that the abutments be founded upon driven H-piles.

We recommend the interior bridge structures (bents) be supported by means of straight-shaft drilled piers bearing in sound bedrock. Those elements are considered optimal for the bents due to the overall soil depth, the load-carrying capability of the bedrock, and their resistance to scour.

6.1.1 Driven H-Piles – Integral Abutments

We recommend that abutment foundations for the new bridge consist of driven, steel H-piles equipped with a point, or shoe, to minimize damage and to help the pile “bite” and seat within the bedrock surface. However, due to the pinnacled nature of some of the bedrock encountered, we strongly suggest that the placement of the piles be in pre-drilled shafts and filled with sand or gravel casing that can be grouted into place upon completion. Simply driving the piles could result in numerous misaligned or insufficiently imbedded H-piles.

We understand that AASHTO requires a minimum pile length of 10 feet (tip to pile cap) for each individual pile element. After the approach embankment fill is completed, we expect the final overburden thickness (existing soil plus the new fill) at the abutment locations should exceed 15 feet. Except for the rock fill armoring to be installed on the embankments near the abutments, after abutments are constructed, we assume that the embankments will be built entirely of soil fill and that piles will be installed / driven through the soil fill and natural soil. Installation of H-piles will be difficult (and damage to individual, driven elements can be expected) within fill containing rock particles or boulders (such as mixed rock/soil or graded solid rock fill). Anticipated bearing elevations for deep foundation elements are shown on the plans submitted with this report and on Table 1, beginning on Page 10 of this report.

Piling should conform to and should be installed and tested in accordance with TDOT Specifications Section 606. The individual load carrying capability of piles that are end bearing upon bedrock is governed by AASHTO Standard Specifications for Highway Bridges, which limit the loading to a percentage of the yield stress of the steel. Refusal criteria for driven steel piles may be taken as 15 blows per inch for driven steel H-piles. The geotechnical engineer should be contacted to provide input and recommendations during pile foundation installation to help address those issues. Rejected piles should be removed and a replacement pile installed, or the rejected pile should be abandoned and a replacement pile(s) installed in an alternate configuration. Remedial action pertaining to individual piles must be determined by the geotechnical engineer and structural engineer on a case-by-case basis, considering the reason for rejection, degree of damage, and consequences of failure.

The passive earth pressure developed against the face of the piles can oppose lateral loads exerted against the foundation system. To calculate deflection of the piles, we estimate that the

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horizontal modulus of subgrade reaction will approximate 110 psi per inch. That value is predicated upon stable, natural overburden and soil fill that is compacted in accordance with the recommendations of this report and TDOT requirements.

Uplift loads exerted on the foundation elements can be resisted by the weight of the pile (reduced to buoyant weight below the water table) and the adhesion developed between the pile surface and subgrade soils. We estimate that installed piles will develop an allowable adhesion value of 600 psf.

If founded in accordance with our recommendations, settlement of the abutments that are built upon end bearing piles within bedrock is expected to be negligible.

6.1.2 Drilled Piers – Bents

We recommend the bridge bents be supported upon straight-shaft drilled piers bearing in sound bedrock. Based on our examination of the bedrock cores recovered, the drilled piers should be socketed a minimum of five feet into competent bedrock. This elevation varies greatly at/between each bent location due to the unpredictable weathering of the bedrock encountered. To better understand actual bearing elevations, we recommend the Contractor shall drill each actual bridge support location prior to pier construction to verify competent rock and bearing elevation. Any relocation of the bridge supports will also require a new boring to assure the proper bearing elevation. We assess the allowable bearing capacity of the sound bedrock at 150 ksf. Expected bearing elevations for 150 ksf are illustrated by Table 1 on Pages 12 to 14 and are illustrated on the applicable sections on the plans submitted with this report. Also, presented in the table are our recommendations for the location of permanent casing, based on geologic conditions.

The contractor shall complete the drilled shaft installation in accordance with SPECIAL PROVISION 625 REGARDING DRILLED SHAFT SPECIFICATIONS, EFFECTIVE 05-18-17.

Prior to casting concrete for each drilled pier, the geotechnical engineer or his representative must review the bearing surface and document that conditions are as anticipated. A minimum pier diameter of 36 inches is required, regardless of loading, to permit inspection personnel to enter the excavation and perform tests necessary to evaluate the integrity of the bedrock.

The adequacy of the bedrock beneath the foundations shall be determined by percussion drilling at least one test hole. Test hole must be drilled to a minimum depth of eight feet below the proposed bearing elevation at each foundation location. In general, an allowable bearing capacity of 150 KSF may be confirmed by the geotechnical engineer or his representative if the bedrock within the test hole exhibits no individual weakness greater than one-half inch in thickness and a cumulative thickness of all measurable weaknesses of one inch or less. However, the geotechnical engineer shall review each excavation on a case-by-case basis to confirm or modify our recommendations based on the actual conditions encountered. Additional test holes may be required in some instances to evaluate the integrity of the underlying bedrock.

At a minimum, temporary steel casing must be provided for each pier excavation to allow personnel to safely enter the excavations and conduct necessary inspections and physical tests. Some of the drilled pier locations may require permanent casing to bridge large cavities that may or may not be connected to a larger system of cavities. We expect most of the drilled pier

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excavations will experience minor to moderate ground water inflows. In such instances, it will be necessary for the contractor to maintain the excavations in a dewatered condition during inspection and prior to concrete placement. We expect that the dewatering can be accomplished by routine pumping from within the excavations. The bottoms of all excavations must be thoroughly cleaned prior the installation of the test hole and for concrete placement. Concrete should not be cast in piers that contain loose soil, debris or more than four inches of water.

While we prefer the tremie method of placing the concrete, concrete may be placed in a free-fall method. To use the free-fall method, the diameter of the pier must facilitate the flow of concrete straight down the shaft and concrete should not be allowed to strike the sides of the excavation, the casing or the reinforcing steel. The impact of the concrete can relocate the reinforcing steel and / or damage the reinforcing steel, thus diminishing its effectiveness. If temporary steel casing is withdrawn concurrent with concrete placement, the contractor must maintain a head of concrete at least ten feet above the bottom of the casing as it is withdrawn. The contractor should anticipate some loss of concrete volume resulting from small voids or weaknesses within the weathered intervals of bedrock as well as from the irregularity of the sidewalls themselves. As noted above, some of the borings contain numerous open voids that should be sealed with permanent casing. If left uncased, these open intervals will most likely result in a substantial increase in the amount of concrete required to complete each pier location. A representative of the geotechnical engineer should be present to record the soil and bedrock drilling activity, to monitor the concrete placement, and for providing the appropriate testing services.

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Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 10

Table 1 Anticipated Foundation Bearing Elevations S

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Sound Rock Elevation *Anticipated Drilled Pier Bearing Elevation (with min 5 foot rock socket)

Boring Depth

(Elevation) South Bridge

North Bridge

***

ABUT 2 L** 955+08 39.16’ L YES YES NE (65’+) YES NE (65’+) B-4** NE NE

ABUT 2 L** 955+08 5.29’R YES YES NE (63’+) YES NE (63’+) B-5** NE NE

ABUT 2 R** 954+28 8.88’ L YES YES 53’ YES 53’ B-6** 570.8 565.8

ABUT 2 R** 954+28 63.59’ R YES NO NA NO NA B-7** 595.3 590.3

BENT 18 L** 953+90 21.33’ L YES YES NE YES NE B-8A NE NE

BENT 18 L** 953+90 23.33’ L YES YES NE YES NE B-8B NE NE

BENT 18 L** 953+90 25.33’ L YES YES NE YES NE B-8C NE NE

BENT 18 R** 953+10 45.91’ R YES NO NA NO NA B-9** 604.1 599.1

BENT 18 R** 953+10 119.53’ R YES NO NA NO NA B-10** 605.0 600.0

BENT 17 L** 952+70 47.28’ L YES NO NA NO NA B-11** 598.1 593.1

BENT 17 R** 951+90 CL YES NO NA NO NA B-12** 602.3 597.3

BENT 16 L 951+50 38’ L NO YES 40’ YES 40’ B-14 578.3 573.3

BENT 16 R 950+70 41’ R NO NO NA NO NA B-15 592.8 587.8



BENT 14 L** 946+55 38’ L YES NO NA NO NA B-18** 578.3 573.3

BENT 14 R** 945+70 41’ R YES NO NA NO NA B-19** 580.5 575.5

BENT 13 L** 944+80 38’ L YES YES 25’ YES 25’ B-20** 597.5 592.5

BENT 13 R** 944+20 41’ R YES YES 25’ YES 25’ B-21** 597.1 592.1

BENT 12 L 944+07.50 38’ L NO YES 30’ YES 30’ B-22 585.0 580.0

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Boring Depth


North Bridge

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BENT 12 R 943+33.50 41’ R NO NO NA NO NA B-23 587.8 582.8


BENT 11 R 941+97 41’ R NO YES 25’ YES 25’ B-25 601.1 596.1


BENT 10 R 940+60.50 41’ R NO YES 25’ YES 25’ B-27 597.6 592.6


BENT 9 R 939+24 41’ R NO YES 25’ YES 25’ B-29 591.7 586.7

BENT 8 L 938+37.50 38’ L NO NO NA NO NA B-30 606.3 601.3


BENT 7 L 936+95 38’ L NO NO NA NO NA B-32 589.1 584.1


BENT 6 L 935+52.50 38’ L NO NO NA NO NA B-34 586.6 581.6








BENT 2 L** 930+50 38’ L YES NO NA NO NA B-42** 594.5 589.5

BENT 2 R** 930+25 41’ R YES NO NA NO NA B-43** 597.8 592.8

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Boring Depth


North Bridge

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BENT 1 L** 928+05 38’ L YES NYD NYD NYD NYD B-44** 579 est. 592 est.

BENT 1 R** 927+85 41’ R YES NYD NYD NYD NYD B-45** 592 est. 592 est.

ABUT 1 L 926+65 54’ L NO NO NA NO NA B-46 607.4 602.4

ABUT 1 L 926+65 21’ L NO NO NA NO NA B-47 606.7 601.7

ABUT 1 R 926+45 21’ R NO NO NA NO NA B-48 606.6 601.6

ABUT 1 R 926+45 61’ R NO NO NA NO NA B-49 606.7 601.7

* Based upon visual review of recovered core and that inspection holes drilled at the noted elevation satisfy the minimal criteria for acceptance stated above.

** Borings should be re-drilled at actual pier location prior to construction due to extremely variable karst conditions. *** North bridge removed from project after our initial study. Data is for information only.

NA - Not Applicable NE – Suitable Bearing Material Not Encountered NYD – Not Yet Drilled ABUT = Abutment

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Uplift forces acting on drilled pier elements may be resisted by the mass of the foundation element, as well as by skin friction using an allowable friction of 10 KSF for the contact between concrete and a clean rock surface within a socket. Skin friction resulting from contact between the concrete shaft and the overburden, or any cased intervals of voids, should be ignored. Shaft diameter and rock socket length may be adjusted for individual piers to accommodate uplift loads.

As discussed previously, highly irregular bedrock conditions are present beneath the bridge abutment. The extremely low RQD and rock core recovery values indicate a need for installing permanent casing with each drilled shaft; otherwise, significant, large concrete “takes” may be realized during construction. Casing installation will significantly increase the cost associated with the installation of each drilled shaft.

6.2 Pavement Design

Based on the bridge design information provided, most of the bridge approaches will be constructed with engineered fill. Based on our examination of the samples derived from the exploration, we expect that portions of the roadway that consist of properly compacted, engineered fill or stabilized native soils will exhibit support capabilities approximately equal to a California Bearing Ratio (CBR) of 5. Portions of the approaches that consist of shotrock fill, will exhibit support capabilities in excess of that value.

Immediately prior to installation of the mineral aggregate base course, the pavement subgrade should be proof-rolled to detect unstable areas; any unstable areas should be repaired as previously described. To prevent the aggregate base course from being saturated, and thereby reducing the support capabilities of the subgrade, we recommend that the soil subgrade be graded to provide positive drainage away from the paved areas. We understand that in super-elevated sections, the subgrade will drain toward the centerline. We strongly recommend that provisions, such as an underdrain system, be installed to effectively remove water from the pavement system.

Immediately prior to installation of the mineral aggregate base course, the pavement subgrade should be proofrolled to detect unstable areas; any unstable areas should be repaired as described in Section 7.1 Stripping, Grubbing, and Undercutting. To prevent the aggregate base course from being saturated, and thereby reducing the support capabilities of the subgrade, we recommend that the soil subgrade be graded to provide positive drainage away from the paved areas. We understand that, in super-elevated sections, the subgrade will drain toward the centerline. We strongly recommend that provisions, such as an under-drain system, be installed to effectively remove water from the pavement system.

If possible, we recommend that the aggregate base course be "day lighted" at the pavement edges. This can be achieved in areas with curb and gutter by casting the curb and gutter on the aggregate base course. During construction of the aggregate base, in-place density tests and thickness checks should be performed to evaluate compliance with project specifications. If a significant delay occurs between installation of the aggregate base and the bituminous elements above, the base should again be proof-rolled to confirm that no loss in stability has occurred. Ultimately, it is essential that the bituminous pavement element(s) only be installed on a uniformly stable aggregate base.

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7.0 SITE PREPARATION/GRADING RECOMMENDATIONS

General requirements for site preparation activities are addressed in TDOT Specifications, Part 1 Earthwork, Sections 201 through 209. Pay attention to Section 209 of the TDOT specification, which addresses erosion and siltation control.

Based upon our review of the 50-foot cross sections that were provided to us, the bridge construction through various reaches of the project will involve the anticipated grading delineated by Table 2 below. Based upon data collected during the subsurface exploration, most of the soil that will be generated during the required excavation will consist of silty clay with varying amounts of weathered rock fragments or sand. This material should be suitable for use as engineered fill in other areas of the project, if all boulder or rock fragments larger than 4-inches will be separated from the spoils or pulverized into smaller particles. Additionally, excavations that penetrate bedrock may produce usable shotrock for fill in roadway construction.

7.1 Stripping, Grubbing, and Undercutting

Within proposed paved roadways, topsoil and organic material, including tree root balls, must be removed from an area extending at least five feet beyond the limits of construction (toe of slope in cut and fill areas). We advise that tree removal be conducted as far in advance of the grading operations as possible, so that the moisture content of the soil mantle can return to normal levels. The soil subgrade in fill or cut areas exposed by the stripping must be proof-rolled and, if necessary, repaired in the manner described hereinafter. Based on the exploration data, we expect the depth of stripping to be at least 12 inches within the areas of the bridge abutments and approaches. Stripping of topsoil should not be required for the bent installation. Topsoil or organic soil thickness could be greater in some locations, especially where deep plowing or tilling was conducted or where cattle feed lots were maintained.

In general, the data indicate that the subgrade will be sufficiently stable to support the roadway and fill placed to achieve finished grade. The exploration data (SPT N values) do not suggest the presence of widespread soft soils and we, therefore, do not envision that substantial undercutting of soils will be required. In addition, the need for undercutting will undoubtedly increase if the work is performed during wetter seasons of the year, if water can pond on working subgrades, or if construction traffic is not reduced or minimized on finished soil subgrades.

If encountered at this project, in lieu of undercutting soft soils to great depths, unstable areas that are detected or develop during grading operations can be stabilized by using engineering fabric in combination with processed stone products to achieve subgrade stability.

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Table 2 Road Segments/Cross Sections with Similar Grading Requirements

Approximate Limits of Road Segment Anticipated Grading Requirements

Begin Project to Bridge (west approach – Sta 926+21) Up to 15 feet of fill

Bridge (east approach – Sta 955+34) Up to 15 feet of fill

Based on our experience, we expect that a geotextile equivalent to Type IV per TDOT Section 921.12, placed over the unstable area and covered with a minimum 18-inch thick interval of rock/stone fill (such as graded rock fill or dense grade aggregate), will produce a sufficiently stable subgrade upon which the engineered soil fill can be placed and compacted. Where such a treatment is required, the geotextile and stone treatment should extend at least five feet beyond the limits of the unstable soil. It may be necessary to overlap the geotextile during construction. The geotextile should be overlapped according to the manufacturer’s recommendations or a minimum of 24 inches in the direction of fill placement. The need for and use of geotextiles are dependent upon the way the contractor pursues the construction and also upon the climate at the time of construction.

7.2 Engineered Fill

7.2.1 General

We have not performed any detailed takeoffs nor have we been tasked to conduct additional drilling to determine the volume of fill borrow that will be produced from cut sections along the corridor. In any event, we expect that soil fill will be the predominate fill material generated from proposed excavations. We understand that others were commissioned to perform studies of potential borrow sources close to the project. The entity providing Construction Engineering and Inspection services for this project should approve all off-site borrow materials intended for use on this project.

7.2.2 Engineered Soil Fill

We recommend that engineered soil fill be placed in accordance with applicable TDOT specifications. Section 207.04 of the TDOT specifications states that engineered soil fill placed to repair undercuts should be compacted to at least 100% of the soil’s maximum dry density as per ASTM D698 (standard Proctor). Section 205.04 states that engineered fill to be placed in the formation of roadway embankments should be placed in a maximum of 10-inch, loose lifts. Further, this section indicates that engineered soil fill should be compacted to at least 95% of the soil’s maximum dry density per ASTM D698, with the final 6 inches compacted to at least 100% of that same standard.

Organic-free soil that is derived from on-site excavations that contains no debris, rocks larger than 4-inches in maximum dimension, other objectionable material, and is of a suitable moisture content, will be suitable for use as engineered fill. However, prospective grading contractors should be made aware of the fact that some of the on-site soils may be highly plastic (such as the CH (highly plastic) soils identified by laboratory testing) and may require greater than normal effort to facilitate the placement and compaction processes. If off-site soil borrow is required to achieve the required subgrade elevation, it should consist of soils having a liquid limit (LL) of

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less than 40 and a plasticity index (PI) of less than 25. Further, the soil obtained from off-site sources must be free of vegetation, roots, debris, rocks larger than 4-inches in maximum dimension and other objectionable material. All soil used as engineered fill should be moisture conditioned to within ±2% of the soil’s optimum moisture content. Borrow sources must be tested and approved by the geotechnical engineer before that soil can be used as fill.

7.2.3 Graded Solid Rock (Shot Rock Fill)

Graded solid rock fill shall be as defined in TDOT Section 203.02 and shall consist of well-graded, durable shotrock having a maximum fragment size of 36 inches. At least 50% of the rock particles shall be uniformly distributed between 1 foot and 3 feet in diameter and no greater than 10% shall be less than two-inches in diameter. The fragments shall be roughly equi-dimensional in shape, and thin, slabby, or shaley material will not be acceptable. If developed from on-site borrow or excavation, the contractor shall be required to process the material with acceptable mechanical screening process that produces the required gradation. When the material is subjected to five alterations of the sodium sulfate soundness test (AASHTO T-104), the weighted percentage of loss shall not be more than 12. Graded solid rock material shall be approved by the engineer before use on this project.

Fragments (boulders) larger than 36 inches should be either removed from the matrix or pulverized into smaller, acceptable particle sizes, and the fill must be reasonably free of soils. Graded solid rock fill should be placed in maximum 36-inch-thick lifts and systematically bladed and worked by heavy tracked equipment until stable.

Each lift of graded solid rock fill must be compacted with heavy, steel-wheeled, vibratory compaction equipment or heavy tracked equipment, such as a D-8 bulldozer (or equivalent). Conventional compaction testing generally is not appropriate for shotrock fill. Therefore, the amount of compactive effort (i.e., number of passes) required must be determined in the field by the engineer. In any event, enough passes should be made to densify the material and produce a stable, uniform mass. We recommend at least 6 to 8 complete passes with the compactor be required.

7.2.4 Mixed Rock and Soil Fill

Mixed rock/soil fill is recommended only for use in the lower reaches of deep fills. Protocol for construction of engineered mixed rock/soil fill deposits (i.e., maximum particle size, maximum lift thickness, compaction equipment, minimum compactive effort, recommended outslope inclination, etc.) should be based upon technical and professional review of the borrow or stockpile in light of the intended use of the fill.

In general, if the mixed rock/soil includes a significant fraction of rock fragments, the maximum rock particle size in mixed fill should be limited to 36 inches and mixed soil/rock fill should be placed in horizontal lifts no thicker than 36 inches. Further, mixed fill meeting that description should be compacted to a dense, stable mass by repeated passes with heavy, tracked equipment such as a D-8 bulldozer. Individual lift thickness and maximum particle size should be reduced if lighter equipment is used to compact mixed rock/soil that contains a large percentage of rock particles. If the mixed fill contains a predominately soil constituent, it should contain a nominal, maximum rock size of eight to 12 inches, it should be spread in 12-inch thick loose lifts, and a self-propelled sheep’s foot roller should be used to apply compaction. In

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addition, field compaction testing (to at least 95% of maximum dry density per ASTM D698) and moisture checks should be performed on the soil during compaction operations.

7.2.5 Embankment Settlement

Although we have not performed detailed testing or analysis on remolded or natural soil samples, we estimate that the long-term consolidation of the deep fills and underlying subgrades could be on the order of several inches. Most of the estimated settlement of this interval should occur during embankment construction.

7.3 Slopes

7.3.1 General

Permanent slopes for road construction (cut or fill) should be no steeper than 2-horizontal to 1-vertical (2:1) for this project. However, we understand that the City of Franklin asked that the other permanent slopes for the project shall be no steeper than 3:1. If slopes are to be routinely maintained (mowing, etc.), we recommend construction a flatter slope, such as 4:1 or flatter. We recommend that final soil slopes be sodded, vegetated, or otherwise armored/protected as soon as practical to help reduce erosion. Fill slopes constructed of clean, graded solid rock fill (not including a veneer or cover) can be as steep as 1.5:1. The minimum recommended slope inclinations are based upon a factor of safety of at least 1.5 with respect to effective stress soil strength parameters.

So that a positive tie is created along the interface of engineered fill and sloping ground, we recommend that the host slope be benched as the fill is placed. For this project, benching is defined as grading a saw tooth or terrace configuration into the hillside. In general, at a minimum, we recommend benches should be about three (3) feet tall and about eight (8) feet wide, although some modification to bench geometry is permissible based upon conditions observed at particular locations. Further, fill placement should begin at the bottom of the slope and the working fill surface should be maintained approximately horizontal.

For estimation and design purposes, we recommend that all excavation be unclassified and that all cut slopes be designed and bid at 3:1. Prospective contractors are advised to review the boring information during bid development.

7.3.2 Temporary Slopes

Vertical cuts in soil are usually unstable and present a significant hazard because they can fail without warning. Therefore, temporary construction slopes in soil up to 15 feet high should be inclined no-steeper-than 1.5 horizontal to 1.0 vertical (1.5H:1V), or braced, and material stockpiles, equipment, etc., should not be placed within 15 feet of the crest of any excavated slope. If the Contractor wishes to use temporary slopes for cuts deeper than 15-feet or for inclinations steeper than indicated herein, per OSHA regulations, they must be designed and sealed by a licensed professional engineer.

Unbraced excavations may experience some minor localized instability (i.e., sloughing). To mitigate sloughing, all excavated slopes should be covered with polyethylene for protection from rainfall and moisture changes. Also, runoff should be diverted away from the crest of excavated

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slopes to prevent erosion and sloughing. Trench excavations and slope construction should proceed with caution and stability of trenches and slopes during construction should be the responsibility of the contractor. The contractor should comply with all aspects of 29 CFR Part 1926, OSHA Standards - Excavations; Final Rule to protect workers.

8.0 CONSTRUCTION MONITORING

The satisfactory, long-term performance of cut or fill slopes, embankments, and pavement will be dependent upon the quality of construction, especially as they relate to the geotechnical engineering aspects of the project. You should recognize that unanticipated or changed conditions might be encountered during any site grading and/or foundation installation effort.

Because we are best qualified to recognize and deal with conditions that differ from those anticipated, and as a necessary continuation of our role as geotechnical engineer of record for this project, we strongly recommend that Amec Foster Wheeler be retained for the Construction Engineering and Inspection phases of the construction. Specifically, we recommend that Amec Foster Wheeler provide observations and testing, on essentially a full-time basis, until completion of the geotechnical-engineering-related aspects of the project. Naturally, we will also be available to provide other, normally specified, construction observation and testing services, should you and/or the owner so desire.

In the event that you and/or the owner elect to employ another firm to provide observations and testing during the geotechnical-engineering-related portions of the construction, please be aware that the field decisions made by that firm could detrimentally impact the cost of the construction, as well as the performance of the proposed improvements. Accordingly, Amec Foster Wheeler will accept no responsibility for work performed by another firm or for the subsequent performance of the improvements resulting from that firm’s work.

9.0 REPORT LIMITATIONS

We prepared this report with the assumption that the design will be in accordance with applicable standards and codes, regulations of authorities having jurisdiction, and prudent engineering practices. There should also be an ongoing liaison between the client and Amec Foster Wheeler during both the design and construction phases of the project to ensure that the recommendations in this report have been interpreted and implemented correctly. Also, if any further clarifications and/or elaborations are needed concerning the geotechnical aspects of this project, Amec Foster Wheeler should be contacted immediately.

The conclusions and recommendations given in this report are based on our understanding of the proposed construction and the information determined at the test pit locations. The information contained herein in no way reflects on the environmental aspects of the project, unless otherwise stated. Subsurface and ground water conditions between and beyond the explored locations may differ from those encountered at the explored locations, and conditions may become apparent during construction which could not be detected or anticipated at the time of the site investigation. We recommend that the geotechnical engineer be retained during the construction to confirm that the subsurface conditions across the site do not deviate materially from those encountered in the boreholes.

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The design recommendations given in this report are applicable only to the project described in the text, and then only if constructed substantially in accordance with the details stated in this report. Since all details of the design may not be known, we recommend that we be retained during the final design stage to verify that the design is consistent with our recommendations, and that assumptions made in our analysis are valid.

The comments made in this report relating to potential construction problems and possible methods of construction are intended only for the guidance of the designer. The number of borings is not sufficient to determine all the factors that may affect construction methods and costs. For example, the thickness of surficial topsoil or overburden thickness may vary markedly and unpredictably between and beyond the points of exploration. The contractor bidding undertaking the construction should, therefore, make their own interpretation of the factual information presented and draw their own conclusions as to how the subsurface conditions may affect their work. This work has been undertaken in accordance with normally accepted geotechnical engineering practices. No other warranty is expressed or implied.

10.0 CLOSURE

This report was prepared by Amec Foster Wheeler for the exclusive use of CDM Smith and the City of Franklin, Tennessee, for the site and criteria stipulated herein. Questions or interpretation regarding any portion of the report should be addressed directly by the geotechnical engineer. Reliance upon, usage, or implementation of the information or recommendations stated in this report by any member of the project team should not be undertaken without direct consultation of CDM Smith, the City of Franklin, Tennessee and the geotechnical engineer. Amec Foster Wheeler Environment & Infrastructure, Inc. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. We advise the stakeholders to read the GBA document included in this report.

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Proposed SR 397 Mack Hatecher Parkway Bridge Report Franklin, Tennessee File No. 5-5129-0000-0001 Appendix

APPENDIX 1

GBA INFORMATION

Geotechnical-Engineering ReportImportant Information about This

Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.

Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated.

Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full.

You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities.

Typical changes that could erode the reliability of this report include those that affect:• the site’s size or shape;• the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse;• the elevation, configuration, location, orientation, or weight of the proposed structure;• the composition of the design team; or• project ownership.

As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered.

This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it:• for a different client;• for a different project;• for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations.

Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems.

Most of the “Findings” Related in This Report Are Professional OpinionsBefore construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed.

This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.

This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation.

Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may

perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect.

Read Responsibility Provisions CloselySome client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.

Geoenvironmental Concerns Are Not CoveredThe personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old.

Obtain Professional Assistance to Deal with Moisture Infiltration and MoldWhile your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists.

Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any

kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent

Telephone: 301/565-2733e-mail: [email protected] www.geoprofessional.org

Proposed SR 397 Mack Hatcher Parkway Bridge Report Franklin, Tennessee File No. 5-5129-0000-0001 Appendix

APPENDIX 2

GEOTECHNICAL DRAWINGS

Proposed SR 397 Mack Hatcher Parkway Bridge Report Franklin, Tennessee File No. 5-5129-0000-0001 Appendix

APPENDIX 3

EXPLORATION LOGS

Key to Symbols and Descriptions

Soil Description Legend

Boring Logs

Consistency SPT N-Value

Medium StiffStiff

Very StiffHard

Very Hard

Less than 23 - 45 - 89 - 1516 - 3031 - 50

Greater than 50

Very SoftSoft

LooseMedium Dense

5 - 1011 - 30

DenseVery Dense

SPT N-Value

Less than 4

Relative

DensityVery Loose

31 - 50Greater than 50

SOIL DESCRIPTION TERMINOLOGY

DENSITY OF GRANULAR SOILS CONSISTENCY OF COHESIVE SOILS Description N-Value Blows/ Foot Description N-Value qu-(tsf) Very loose 0 to 4 Very soft 0-2 0 to 0.25 Loose 5 to 10 Soft 3-4 0.25 to 0.50 Medium Dense 11 to 30 Medium Stiff 5-8 0.50 to 1.0 Dense 31 to 50 Stiff 9-15 1.0 to 2.0 Very Dense > 50 Very Stiff 16-30 2.0 to 4.0 Hard > 30 > 4.0

PARTICLE SIZES SOIL MOISTURE Components Size or Sieve No. Descriptive Term Boulders over 12 inches Dry - Friable, dusty, hard clods Cobbles 3 to 12 inches Damp - Clumps, Gravel Coarse 3/4 to 3 inches Moist - Plastic, moldable, no free water Fine No. 4 to 3/4 inches Wet - Plastic, moldable, free water present Sand Coarse No. 10 to No. 4 Saturated - Liquid-like (muddy), slumps, free water Medium No. 40 to No 10 Fine No. 200 to No 40 Fines Below No 200 silt and clay

ROCK QUALITY DESIGNATIONThe Rock Quality Designation (RQD) [Deere et al. 1969] is a rough measure of the degree of jointing or fracturing in a rock mass. RQD value is obtained by summing up the total length those pieces of core recovered that are four inches [100 mm] in length or longer and dividing by total core run length. Report the RQD as a percentage. If the core is broken by handing or by the drilling process, the fresh broken pieces are fitted together and counted as one piece provided that they form the required length of four inches [100 mm].

RQD AND ROCK QUALITY RECOVERY (REC)RQD (%) Rock Quality Recovery, denoted as REC, is the length of core 0 to 25 Very Poor recovered in a run divided by the length of the run, 25 to 50 Poor reported as a percentage. 50 to 75 Fair 75 to 90 Good 90 to 100 Excellent

BORING LOG LEGEND HSA – Hollow stem auger DWR – Drill water retained during coring SS – Split Tube Sampler DWL – Drill Water Lost during coring

UD – Undisturbed (Shelby) Tube Sample, or � ST – Undisturbed (Shelby) Tube Sample NP – Non Plastic SPT – Standard Penetration Test APR – Acid Producing Rock ATT. Limits – Atterberg Limits NQ – Wire line Rock Core Size = 2 inch diameter RC – Rock Core Run

1

PROJECT DRILLER

PROJECT NO. ON-SITE REP.

BORING NO. / LOCATION

DATE FT.

REFUSAL: DEPTH FT. ELEV. FT. COMPLETION: DEPTH FT.

SAMPLED FT. ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH FT.

BEGAN CORING DEPTH FT. ELEV. FT. ELEV. FT.

FOOTAGE CORED (LF) FT. LDW AT: DEPTH FT.

BOTTOM OF HOLE DEPTH FT. ELEV. FT. ELEV. FT.

BORING ADVANCED BY: X.

SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" NAA

SS 5 5 3 8

A

SS 2 5 6 11

A

SS 5 8 8 16

A

SS 4 6 7 13

A

SS 4 4 4 8

A

0.0

16.5 606.8

16.5

NA

NA

623.3

16.5 606.8

January 23, 2009

FT.

15.0

16.5

13.5

15.0

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.00.4

1.0

0.41.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS: Boring backfilled after completion.

S-5

S-4

S-3

Auger Refusal @ 16.5'Dry On Completion

Clay, sandy, silty, reddish-brown(Medium Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

DRY ON COMPLETION ? YES

SPT

VALUES

Station 960+00, Left 7.73'

WASHBORING

Clay, sandy, silty, reddish-brown(Stiff)

(Very Stiff)Clay, silty, reddish-brown

Clay, silty, reddish-brown(Stiff)

WATER LEVEL DATA (IF APPLICABLE)

STRATUM DESCRIPTION

(Medium Stiff)Clay, silty, reddish-brown

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM

GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE

WWC

LOG OF BORINGSHEET 1 OF

B-1

TRI-STATE DRILLINGMACK HATCHER PARKWAY

5-512-90000-0001

AsphaltTopsoil

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

A

SS 2 3 2 5

A

SS 2 4 2 6

A

SS 6 5 3 8

A

SS 2 1 1 2

A

0.0

11.5 611.7

11.5

NA

NA

623.2

11.5 611.7

January 16, 2009

FT.

11.5

10.0

10.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

0.1

1.0

0.1

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


S-3

S-3

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Dry on Completion


SPT

VALUES

Station 957+37.51, Right 14.86'

WASHBORING

Auger Refusal @ 11.5'

Clay, very sandy (fine), silty, brown to Sand (fine),

silty, brown (Moist)(Very Loose)

trace gravel (Medium Stiff)

Clay, sandy, silty, reddish-yellowish brown with

Clay, sandy, silty, brown mottled red with trace

gravel (Medium Stiff)


STRATUM DESCRIPTION

(Medium Stiff)

Clay, silty, reddish-brown

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WWC


B-2


5-5129-0000-0001

Topsoil, roots, vegetation, grass

Clay, silty, brown

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" NAA

SS 6 7 8 15

A

SS 4 4 4 8

A

SS 4 6 8 14

A

SS 5 6 7 13

A

SS 5 8 12 20

A

SS 3 2 2 4

Clay to clayey sand, slightly silty, brown to light brown(Moist)(Soft/ Very Loose)

Asphalt, crushed stoneClay, silty, reddish-brown


WWC


B-3


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Stiff)Clay, silty, brown with trace mineral nodules

18.5

604.5

Clay silty, brown(Medium Stiff)

Clay, silty, brown(Stiff)

Clay, silty, brown(Stiff)

DRY ON COMPLETION ? NO

SPT

VALUES

Station 956+14.83, Right 2.12'

WASHBORING

Clay, sandy, silty, brown to light brown mottled redwith trace mineral nodules (possibly phosphate)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

(Very Stiff)

S-3

S-4

S-5

S-6

REMARKS:

20.0

Continued on Page 2.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.00.6

1.0

0.61.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

623.0

21.1 601.9

January 16, 2009

21.1

NA

NA

0.0

21.1 601.9

2

PROJECT DRILLER



DATE FT.







BORING ADVANCED BY: X

SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" NA

FT.

20.021.1

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

Water at 18.5' on Completion

STRATUM DESCRIPTION


DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WWC


B-3


5-5129-0000-0001

604.5

623.0

601.9


18.5

January 16, 2009

601.9

21.1

21.1

NA

NA

21.1

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 3 7 9 16

A

SS 3 4 4 8

A

SS 3 4 7 11

A

SS 3 6 7 13

A

SS 1 10 12 22

A

SS 3 6 4 10

Clay, very sandy, brown with gravel(Moist)(Stiff)

TOPSOIL


CLS


B-4


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Very Stiff)Silt, clayey, brown

26.1

595.2

Clay, silty, brown(Moist)(Medium Stiff)

DO S-2

Clay, silty, brown to Clay, sandy, brown withmineral nodules (Moist)(Stiff)

DRY ON COMPLETION ? YES, PRIOR TO CORING

SPT

VALUES

Station 954+57.97, Left 39.16'

WASHBORING

Sand, clayey, brown, gravel with mineral nodules(Moist)(Medium Dense)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

621.3

26.1 595.2

February 4, 2009

26.1

26.1 595.2

26.1 595.2

CORING

38.9

65.0 556.3

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 2 13 7 20

A

REC 1.6RQD= 14.0

36.1

36.1

25.0

26.1

23.5

FT.

20.0

23.5

25.0

26.1

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS: Continued on Page 3.

RUN 2RAN 5.4

RUN 1RAN 10.0REC 2.0

RQD= 11.0

Limestone, light gray weathered 36.1' to 36.4' andvugs with open cavity 37.4' to 38.1', 38.5' to 41.0'

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-7

DRY ON COMPLETION ? No

SPT

VALUES

Station 954+57.97, Left 39.16'

WASHBORING

Limestone, light gray weathered 26.1' to 26.7' withpossible soil void 30.0' to 32.8' and open cavity

27.3' to 28.0', 29.0' to 29.8', 34.4' to 35.0'

Auger Refusal @ 26.1', Wet on Completion

Begin NQ Coring @ 26.1', 100% DWL

Clay, very sandy, brown with gravel(Wet)(Very Stiff)

26.1

595.2

STRATUM DESCRIPTIONDEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


CLS


B-4


5-5129-0000-0001

621.3

595.2

595.2


February 4, 2009

CORING

595.2

556.3

26.1

26.1

26.1

26.1

38.9

65.0

4

PROJECT DRILLER



DATE FT.







BORING ADVANCED BY: X .

SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

February 4, 2009

CORING

595.2

556.3

26.1

26.1

26.1

26.1

38.9

65.0

621.3

595.2

595.2


41.5


CLS


B-4


5-5129-0000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

26.1

595.2

STRATUM DESCRIPTION

Limestone, light gray with vugs, part filled cavity49.2' to 56.7', and open cavity 41.5' to 42.3', 42.6' to

43.4', 44.4' to 46.2', 47.0' to 47.7', 48.5' to 49.1'


SPT

VALUES

Station 954+57.97, Left 39.16'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Limestone, dark gray, weathered


RQD= 10.7

RUN 4RAN 7.7REC 2.7

RQD= 0.0


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

FT.

41.5

57.3

57.3

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

65.0

FT.

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

REMARKS: Boring backfilled and grouted after completion.

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 954+57.97, Left 39.16'

WASHBORING

Boring Terminated @ 65.0' 100% DWL

26.1

595.2


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


CLS


B-4


5-5129-0000-0001

621.3

595.2

595.2


February 4, 2009

CORING

595.2

556.3

26.1

26.1

26.1

26.1

38.9

65.0

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 4 5 7 12

A

SS 4 5 7 12

A

SS 4 6 7 13

A

SS 8 12 12 24

A

SS 14 9 11 20

A

SS 50/1" 50/1"

Auger Refusal @ 19.5', Dry On Completion

Rock recovered 19.5' to 19.9'.

TOPSOIL


LS


B-5


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Stiff)(FILL)Clay, silty, slightly sandy, dark brown

22.3

599.7

Clay, very silty, light brown(Moist)(Stiff)(NATURAL)

Sand, silty, clay, light brown(Moist)(Medium Dense)

Sand, silty, clay, occasional chert, variegated browns(Moist)(Medium Dense)


SPT

VALUES


WASHBORING

Sand, gravelly, orange-red (Moist)(Medium Dense)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Sand, silty, dark brown (Moist)(Very Dense)

S-3

S-4

S-5

S-6

REMARKS:

19.5


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.5

18.5

13.5

15.0

19.5

FT.

18.5

15.0

622.0

19.5 602.5

January 19, 2009

19.5

22.3 599.7

22.3 599.7

CORING

41.0

63.3 558.7

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

32.3

32.3

22.3

22.3

FT.

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RAN 11.0REC 4.7

RQD= 30.0

RUN 2

REC 3.6RQD= 29.0

RUN 1RAN 10.0

Limestone, sandy, light gray with open, stainedbedding planes, open, stained solution vugs, open

stained leached vertical fractures with part clayfilled cavity 33.4' to 34.2', filled cavity 37.2' to 38.0'

and 39.1' to 40.4', and open cavity 41.2' to 43.3'

CORING

DEPTH

STRATUM

FROM


SPT

VALUES


WASHBORING

622.0

Limestone, sandy, gray to light gray with open, stained bedding planes with cavity 24.1' to 27.8' and

29.7' to 31.7'

100% DWLBegin NQ Coring @ 22.3'

22.3

599.7

STRATUM DESCRIPTION

RUN NO.

POWER AUGERING

SAMPLE

FT.

SAMPLE DEPTH

TO OR

FT.


MACK HATCHER PARKWAY

5-5129-0000-0001

599.7

558.7

19.5

19.5

LS


B-5

TRI-STATE DRILLING

Ran casing through clay filled void and pushed to ahard seat for easy coring. Bottom at 22.3'

41.0

63.3


SURFACE ELEV.January 19, 2009

602.5

599.722.3

22.3

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

January 19, 2009

CORING

599.7

558.7

19.5

19.5

22.3

22.3

41.0

63.3

622.0

602.5

599.7



LS


B-5


5-5129-0000-0001

SAMPLE

FT.

SAMPLE DEPTH

DEPTH

STRATUM

FROM

FT.

22.3

599.7

STRATUM DESCRIPTION

Limestone, gray with multiple open weatheredfractures, open stained solution vugs, and open

cavity 44.2' to 45.1', 46.0' to 46.3', and sand filledcavity 50.9' to 51.4'


SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Limestone, light gray to medium gray withsome open stained diagonal fractures


RQD= 5.0


RQD = 51.0


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

43.3

FT.

43.3

53.3

53.3

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

63.3

FT.

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

Boring Terminated @ 63.3'100% DWL

22.3

599.7


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


LS


B-5


5-5129-0000-0001

622.0

602.5

599.7


January 19, 2009

CORING

599.7

558.7

19.5

19.5

22.3

22.3

41.0

63.3

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 5 3 3 6

A

SS 5 5 8 13

A

SS 6 7 8 15

A

SS 7 9 11 20

A

SS 5 6 7 13

A

SS WT WT

CORING

38.3

63.7 558.1

25.4

25.4 596.4

25.4 596.4

621.8

25.4 596.4

February 2, 2009

FT.

18.5

15.0

18.5

13.5

15.0

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

20.0

WT = Weight of Tools. Continued on Page 2.

S-6

S-5

S-4

S-3

Sand, slightly clayey, brown with gravel(Moist)(Medium Dense)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES

Station 954+4565, Right 8.88

WASHBORING

Sand, clayey, brown to sand, clayey, brown withmineral nodules (Moist)(Medium Dense)

(Moist)(Stiff)Clay, sandy, silty, brown

Clay, very sandy, silty, brown(Moist)(Stiff)


STRATUM DESCRIPTION

(Moist)(Medium Stiff)Clay, silty, brown

25.4

596.4

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


CLS


B-6


5-5129-0000-0001

Clay, very sandy, brown to dark brown(Moist)(VerySoft)

TOPSOIL

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 20 50/.0 50/.0

February 2, 2009

CORING

596.4

558.1

25.4

25.4

25.4

25.4

38.3

63.7

621.8

596.4

596.4


S-7


CLS


B-6


5-5129-0000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

25.4

596.4

STRATUM DESCRIPTION

Mud, sandy, clayey, weathered rock (Wet)(Very Dense)Auger Refusal @ 25.4', Wet on Completion

Begin NQ Coring @ 25.4'100% DWL

Limestone, sandy, gray to light gray with open stainedleached bedding planes, shale bands, vugs, and

open cavity 32.6' to 32.9', 33.6' to 33.9', 34.1' to 34.7'


SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Limestone, sandy, light gray with vugs, clay seam39.8' to 39.9', and open cavity 36.6' to 36.8'


RQD= 63.0

RUN 2RAN 6.2REC 5.0

RQD= 56.4


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.525.0

25.4

FT.

20.0

25.025.4

24.5

35.7

35.7

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

REC 5.2RQD= 86.0

58.4

58.4

53.2

53.2

FT.

41.9

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0


RAN 5.2RUN 4

RAN 11.3REC 4.75

RQD= 20.0

RUN 3

Limestone, gray with open leached bedding planes

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

February 2, 2009

CORING

STRATUM SAMPLESAMPLE DEPTH


SPT

VALUES


WASHBORING

621.8

Limestone, light gray to dark gray with open stainedweathered vertical fractures, vugs, and open cavity

43.3' to 48.2'

25.4

596.4

STRATUM DESCRIPTION

41.9

DEPTH FROM

FT.FT.


CLS


B-6


5-5129-0000-0001


596.4

558.1

25.4

25.4

25.4

25.4

38.3

63.7

596.4

596.4

4

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

February 2, 2009

CORING

596.4

558.1

25.4

25.4

25.4

25.4

38.3

63.7

621.8

596.4

596.4


Limestone, gray to dark gray with open leachedbedding planes


CLS


B-6


5-5129-0000-0001

DEPTH

STRATUM

FROM

RAN 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

REC 4.8RQD= 80.0

25.4

596.4

STRATUM DESCRIPTION

Boring terminated @ 63.4'100% DWL


SPT

VALUES


WASHBORING

RUN 5

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

FT.

63.4

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 2 3 4 7

A

SS 3 4 5 9

A

SS 3 4 3 7

A

SS 3 5 7 12

A

SS 4 6 4 10

A

SS 4 4 3 7

Sand, gravelly, clayey, brown, with nodules

(Moist)(Loose)

TOPSOIL


CLS


B-7


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Medium Stiff)

Clay, silty, brown

6.0

616.1

Clay, very silty, brown

(Moist)(Stiff)

Clay, silty, sandy, brown


Clay, very silty, brown

(Moist)(Stiff)


SPT

VALUES

Station 954+14.23, Right 63.59

WASHBORING

Clay, sandy, gravelly, brown, with few nodules

(Moist)(Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0

Continued On Page 2.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.0

10.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

622.1

27.0 595.1

January 23, 2009

27.0

27.0

27.0

CORING

10.0

37.0 585.1

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 6 3 9

A

37.0

25.0

23.5

27.0

27.0

FT.

20.0

23.5

25.0

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RUN 1

RAN 10.0

REC 9.8

RQD= 90.0

Boring Terminated @ 37.0'

100% DWR

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-7


SPT

VALUES


WASHBORING

Sandstone, light to medium gray with open,

stained, bedding planes and numerous open,

stained, solution vugs

Begin NQ Coring @ 27.0' 100% DWR

Auger Refusal @ 27.0' (Dry On Completion)

Clay, very sandy, gravelly, brown

(Very Moist)(Stiff)


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


CLS


B-7


5-5129-0000-0001

616.1

622.1

595.1


6.0

January 23, 2009

CORING

585.1

27.0

27.0

27.0

27.0

10.0

37.0

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 11 4 5 9

A

SS 2 4 7 11

A

SS 4 6 10 16

A

SS 9 10 14 24

A

SS 6 7 6 13

A

SS 3 5 7 12

Sand (medium coarse), clayey with chert fragmentsdark brown (Wet)(Medium Dense)

CRUSHED GRAVEL


CLS


B-8A


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Stiff)Clay, silty, brown

24.6

597.8

Clay, sandy, silty to sand, silty, clay, brown(Moist)(Medium Dense)

Sand (fine), clay, slightly silty, brown(Moist)Medium Dense)

Sand (fine), silty, slightly clayey, cherty, brown mottledlight brown (Moist)(Medium Dense)


SPT

VALUES

Station 953+57.11, Left 21.33

WASHBORING

Sand (fine), slightly silty, light brown to light gray(Moist)(Medium Dense)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

622.4

24.1 598.3

January 22, 2009

24.1

24.1 598.3

24.1 598.3

CORING

20.5

44.6 577.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

34.6

34.6

24.124.6

FT.

20.0

24.1

24.6

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RAN 10.0REC 4.0

RQD= 13.0

RUN 3


RQD= 20.0

Limestone, light gray with open, stained, leachedvugs and open cavity 34.6' to 34.8', 35.0' to 36.9',

37.5' to 40.0', 41.5' to 42.1'

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 1


SPT

VALUES

Station 953+57.11, Left 21.33

WASHBORING

33.3' to 34.6'

Limestone, gray to light gray weathered with open,stained, leached bedding planes, open, stainedweathered diagonal fractures, clay filled cavity

25.8' to 26.5', open cavity 29.4' to 32.0', 32.3' to 32.8',

Auger Refusal @ 24.1', Wet on CompletionBegin NQ Coring @ 24.1', Ran 0.5, Rec 0.5

100% DWL

24.6

597.8


STRATUM

FROM

FT.

SAMPLE

FT.

SAMPLE DEPTH


CLS


B-8A


5-5129-0000-0001

622.4

598.3

598.3


January 22, 2009

CORING

598.3

577.8

24.1

24.1

24.1

24.1

20.5

44.6

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

January 22, 2009

CORING

598.3

577.8

24.1

24.1

24.1

24.1

20.5

44.6

622.4

598.3

598.3



CLS


B-8A


5-5129-0000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

24.6

597.8

STRATUM DESCRIPTION



SPT

VALUES

Station 953+57.11, Left 21.33

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

FT.

44.6

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A


CLS


B-8B


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

SAMPLE


STRATUM DESCRIPTION

Auger to 28.5'


SPT

VALUES

Station 953+57.11, Left 21.33'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

FT.

0.0

FT.FT.

622.4

43.5 578.9

January 26, 2009

43.5

NA

NA

0.0

43.5 578.9

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

SS 50/3" 50/3"

A

A

SS WOT WOT

A

SS WOT WOT

35.0

36.5

38.538.5

33.5

36.5

35.0

33.5

28.728.728.5

28.5

FT.

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

40.0

WOT = Weight of Tools. Continued on Page 3.

SS-3

SS-2

SS-1

No recovery

Weathered rock

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 953+57.11, Left 21.33'

WASHBORING

bottom (Very Moist)(Hard)Clay, sandy, gravel, brown with weathered rock at


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


CLS


B-8B


5-5129-0000-0001

Clay, sandy, gravel, brown(Wet)(Very Soft)

622.4

578.9


January 26, 2009

578.9

43.5

43.5

NA

NA

0.0

43.5

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

January 26, 2009

578.9

43.5

43.5

NA

NA

0.0

43.5

622.4

578.9



CLS


B-8B


5-5129-0000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

STRATUM DESCRIPTION

Boring Terminatated @ 43.5' due to equipmentfailure


SPT

VALUES

Station 953+57.11, Left 21.33'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

FT.

40.0

43.5

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A


SD


B-8C


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

SAMPLE


STRATUM DESCRIPTION

36.0

586.4

Auger to Refusal


SPT

VALUES

Station 953+57.11, Left 21.33

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

FT.

1.0

FT.FT.

622.4

23.5 598.9

February 5, 2009

0.0

23.5 598.9

23.5 598.9

CORING

28.1

51.6 570.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

33.5

23.5

FT.

23.5

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0



RQD= 53.0


RQD= 45.0

and open cavity 36.2' to 36.4'

100% DWL @ 36.0'

Limestone, sandy, gray to light gray with open,stained, leached bedding planes, vugs, clay filled

cavity 39.6' to 40.4', part clay filled cavity 37.3' to 37.8',

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 953+57.11, Left 21.33

WASHBORING

Limestone, gray to light gray with vugs, part filled cavity28.4' to 31.4', and open cavity 26.5' to 28.0', 32.6' to

32.9'



36.0

586.4


STRATUM

FROM

FT.

SAMPLE

FT.

SAMPLE DEPTH


SD


B-8C


5-5129-0000-0001

622.4

598.9

598.9


February 5, 2009

CORING

598.9

570.8

23.5

23.5

23.5

28.1

51.6

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

February 5, 2009

CORING

598.9

570.8

23.5

23.5

23.5

28.1

51.6

598.9

598.9



SD


B-8C


5-5129-0000-0001

SAMPLE

FT.

SAMPLE DEPTH

DEPTH

STRATUM

FROM

FT.

36.0

586.4

STRATUM DESCRIPTION

Limestone, gray to light gray with open, stainedleached bedding planes, open, stained diagonal

fractures, clay filled cavity 44.9' to 45.1', 49.2' to 49.5',and open cavity 47.8' to 48.2'

Boring Terminated @ 51.6' 100% DWL


SPT

VALUES

Station 953+57.11, Left 21.33

WASHBORING

622.4 SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 3RAN 8.1REC 6.0

RQD= 52.0


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

43.5

FT.

43.5

51.6

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 2 3 3 6

A

SS 3 4 6 10

A

SS 4 6 7 13

A

SS 5 6 8 14

A

SS 2 2 4 6

A

16.5 606.4

CORING

20.0

36.5 586.4

January 21, 2009

16.5

16.5 606.4

FT.

15.0

16.5

15.0

13.5

16.5

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


REC 9.9RQD= 80.0

RUN 1RAN 10.0

S-5

S-4

S-3

Auger Refusal @ 16.5', Dry on Completion


Clay,sand brown to clay, very sandy, brown to darkbrown (Moist)(Medium Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES

Station 952+76.13, Right 45.91'

WASHBORING

DO S-3

(Moist)(Medium Dense)Sandy, clay, silty, brown

DO S-1

Clay, silty, brown

TOPSOIL

SAMPLE


STRATUM DESCRIPTION


622.9

16.5 606.4

SAMPLE DEPTH

DEPTH

STRATUM

FROM


CLS


B-9


5-5129-0000-0001

S-1

planes and open solution vugs

Limestone, light gray to

Limestone, gray with open, leached bedding

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

January 21, 2009

CORING

606.4

586.4

16.5

16.5

16.5

16.5

20.0

36.5

622.9

606.4

606.4



CLS


B-9


5-5129-0000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

STRATUM DESCRIPTION

Limestone, gray to light gray with opensolution vugs


SPT

VALUES

Station 952+76.13, Right 45.91'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Boring Terminated @ 36.5'100% DWR


RQD= 94.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

26.5

FT.

26.5

36.5

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 2 3 3 6

A

SS 3 4 5 9

A

SS 5 6 7 13

A

SS 4 4 5 9

A

SS WT WT

TOPSOIL


CLS


B-10


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Medium Stiff)Clay, silty, brown with gravel


Clay, sandy, silty, brown(Moist)(Stiff)

Sand, gravelly, clay, brown(Moist)(Loose)


SPT

VALUES

Station 953+24.93, Right 119.53

WASHBORING

Clay, very sandy with gravel (Moist)(Very Soft)Auger Refusal @ 15.0', Dry On Completion

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


Limestone, light to medium gray, with open, stained,leached bedding planes, numerous open

solution vugs, and soil seam @ 23.0'

S-3

S-4

RAN 10.0REC 9.8


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.513.5

15.0

FT.

15.0

622.0

15.0 607.0

February 2, 2009

15.0

15.0 607.0

15.0 607.0

CORING

10.0

25.0 597.0

RUN 1

RQD= 88.0

S-5

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

25.0

FT.

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 953+24.93, Right 119.53

WASHBORING



STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


CLS


B-10


5-5129-0000-0001

622.0

607.0

607.0


February 2, 2009

CORING

607.0

597.0

15.0

15.0

15.0

15.0

10.0

25.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 2 3 5

A

SS 2 2 3 5

A

SS 3 4 3 7

A

SS 3 2 3 5

A

SS 3 4 5 9

A

SS 3 3 4 7

Clay,very sandy, brown mottled with nodules and

gravel (Moist)(Medium Stiff)

GRAVEL, CRUSHED STONE

TOPSOIL


CLS


B-11


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION


Clay, silty, brown

DO S-1

Sand, Clay, Brown

(Moist)(Loose)

Clay, silty, sand, brown with rock fragments



SPT

VALUES


WASHBORING

Sand, clay, brown with chert fragments

(Moist)(Loose)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.5

7.5

8.5

5.0

6.0

2.5

3.5

10.0

10.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

622.1

22.1 600.0

January 21, 2009

22.1

22.1 600.0

22.1 600.0

CORING

15.0

37.1 585.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

32.1

37.1

32.1

FT.

20.0

22.1

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RAN 5

REC 9.0

RQD= 87.0


100% DWR

plane

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 1

Limestone, gray with vugs, and open leached bedding


SPT

VALUES


WASHBORING

to

Limestone, sandy, light gray with vugs and soil

seam 28.2'

Limestone, gray with vugs and soil seam 23.2'


STRATUM DESCRIPTION


RAN 10

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


CLS


B-11


5-5129-0000-0001

22.1

622.1

600.0

600.0


January 21, 2009

CORING

600.0

585.0

22.1

22.1

22.1

22.1

15.0

37.1

RUN 2

REC 4.8

RQD= 92.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 3 4 5 9

A

SS 3 4 5 9

A

SS 5 5 6 11

A

SS 4 5 6 11

A

SS 50/.1 50/.1

A

CORING

19.0

34.2 586.1

15.2

15.2 605.1

15.2 605.1

620.3

15.2 605.1

January 20, 2009

FT.

13.7

15.2

13.5

13.7

15.2

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


RUN 1RAN 9.0REC 9.0

RQD= 80.0

S-5

S-4

S-3

Limestone, gray with open, stained beddingplanes and open solution vugs



SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Clay, sandy, brown (Moist)(Stiff)


SPT

VALUES

Station 951+95.15, @ Centerline

WASHBORING


(Moist)(Stiff)Clay, sandy, slightly silty, brown, mottled

Clay, silty, slightly sandy, brown(Moist)(Medium Stiff)


STRATUM DESCRIPTION

NO RECOVERY

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


CLS


B-12


5-5129-0000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

586.1

15.2

15.2

15.2

15.2

19.0

34.2

620.3

605.1

605.1


CLS


B-12

TRI-STATE DRILLING

SAMPLE

FT.

SAMPLE DEPTH


MACK HATCHER PARKWAY

5-5129-0000-0001

January 20, 2009

CORING

605.1

22.5

DEPTH

STRATUM

FROM

FT.

STRATUM DESCRIPTION

Limestone, sandy, gray to light gray with some vugs


SPT

VALUES

Station 951+95.15, @ Centerline

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR



RQD= 95.0


25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.2

FT.

24.2

34.2

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A


WDS


B-14


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

SAMPLE


STRATUM DESCRIPTION

12.5

603.1

18.4

597.2

Auger to Refusal


Begin NQ Coring @ 7.4', 100 % DWR

Limestone, sandy, light gray, variably stained, leachedweathered with open cavities

Limestone, sandy, light to medium gray with partiallysoil filled cavities 12.5' to 16.0'

100% DWL @ 12.5'


SPT

VALUES

Station 951+50, Left 38'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Limestone, sandy, medium gray, with open, stainedbedding planes and partial core

RUN 1RAN 2.3REC 1.8

RQD= 0.0

RUN 2RAN 5.0REC 3.6

RQD= 22.0

RUN 3RAN 5.0REC 5.0

RQD= 54.0

REMARKS:

19.7


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

FT.

0.0

FT.

7.4

7.4

9.7

9.7

14.7

FT.

14.7

615.6

7.4 608.2

November 3, 2008

NA

7.4 608.2

7.4 608.2

CORING

39.3

46.7 568.9

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

34.9

34.9

29.7

29.7

24.7

FT.

19.7

24.7

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

39.7


RAN 4.9REC 4.8

RQD= 59.2

RUN 7

RQD= 100.0

RUN 6RAN 5.1REC 5.1

RAN 5.0REC 5.0

RQD= 46.0

vugs and open, stained vertical fracturesLimestone, sandy, light gray with open, stained solution

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 5


SPT

VALUES


WASHBORING

RAN 5.0

Limestone, sandy, light gray

stained solution vugsLimestone, sandy, light gray with numerous open,

solution vugs

Limestone, sandy, light gray, variably stained, leached

12.5

603.1

STRATUM DESCRIPTION

weathered with open, stained bedding planes andRQD= 80.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-14


5-512-90000-0001

RUN 4

597.2

615.6

608.2

608.2


18.4

November 3, 2008

CORING

608.2

568.9

7.4

NA

7.4

7.4

39.3

46.7

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

November 3, 2008

CORING

608.2

568.9

7.4

NA

7.4

7.4

39.3

46.7

597.2

615.6

608.2

608.2


18.4

RUN 8

RUN 9


WDS


B-14


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 94.0 Limestone, sandy, light gray with soft shale partings

12.5

603.1

STRATUM DESCRIPTION

Limestone, sandy, light gray with soft shale partings



SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 2.0REC 2.0

RQD= 75.0

REMARKS:

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

44.7

FT.

39.7

46.7

44.7

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A


WDS


B-15


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

SAMPLE


STRATUM DESCRIPTION

6.0

610.3

8.0

Auger to refusal

Auger Refusal @ 8.7' Dry On Completion

Begin NQ Coring @ 8.7', 100% DWR

Limestone, sandy, light gray with soil filled cavities


SPT

VALUES

Station 950+70, Right 41'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Limestone, sandy, light gray with open, stainedbedding planes

RUN 1RAN 6.1REC 4.8

RQD= 0.0

RUN 2RAN 5.0REC 5.0

RQD= 80.0

REMARKS:

19.8


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

FT.

0.0

FT.

8.7

8.7

14.7

FT.

14.7

616.3

8.7 607.6

November 3, 2008

NA

8.7 607.6

8.7 607.6 608.3

CORING

26.1

34.8 581.5

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

34.8

29.8

29.8

24.8

FT.

19.8

24.8

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

RQD= 96.0

RUN 5RAN 5.0REC 5.0

RAN 5.0REC 5.0

RQD= 96.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


SPT

VALUES


WASHBORING

RAN 5.0

Limestone, sandy, light gray with some solution vugs

Limestone, sandy, light gray with solution vugs

Limestone, sandy, light gray with open, stained

608.3

STRATUM DESCRIPTION

solution vugsRQD= 44.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-15


5-512-90000-0001

RUN 3

610.3

8.0

616.3

607.6

607.6


6.0

November 3, 2008

CORING

607.6

581.5

8.7

NA

8.7

8.7

26.1

34.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

CORING

41.4

49.6 564.1

NA

8.2 605.5

8.2 605.5

613.7

8.2 605.5

November 4, 2008

FT.

14.7

14.7

9.6

9.6

8.2

8.2

FT.

0.0

FT.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.6


RAN 4.9

REC 1.5

RQD= 0.0

RUN 3

RQD= 64.7

REC 1.2, RQD= 56.0

RUN 2

RAN 5.1

REC 4.6

RUN 1

RAN 1.4

continued with open, stained solution vugs

Limestone, sandy, light gray with open cavities

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

Limestone, sandy, light gray with open, stained bedding

planes and open cavities 14.2 to 17.4

Limestone, sandy, medium gray with open, stainedbedding planes



Auger to refusal


STRATUM DESCRIPTION

14.2

599.5

24.0

589.7

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-16


5-512-90000-0001

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

November 4, 2008

CORING

605.5

564.1

8.2

NA

8.2

8.2

41.4

49.6

589.7

613.7

605.5

605.5


24.0

RUN 4


WDS


B-16


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 3.2

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 0.0 Limestone, sandy, light gray with open, stained solution

14.2

599.5

STRATUM DESCRIPTION

vugs, open cavities 21.9 to 23.8, and partial cored


solution vugs and partial core


solution vugs and open stained vertical fractures


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 5


solution vugs and open, stained vertical fractures

RAN 5.0

REC 4.0

RQD= 0.0

RUN 6

RAN 5.0

REC 4.9

RQD= 0.0

RUN 7

RAN 5.0

REC 5.0

RQD= 60.0

REMARKS:

39.6


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.6

FT.

19.6

24.6

29.6

29.6

34.6

34.6

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

49.6

44.6

FT.

39.6

44.6

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.

RAN 5.0

REC 5.0

RQD= 100.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 9


SPT

VALUES


WASHBORING

RAN 5.0

100% DWL


Limestone, sandy, medium gray with soft shale partings

Limestone, sandy, light to medium gray with open,

14.2

599.5

STRATUM DESCRIPTION

stained vertical fracture, open, stained bedding planes

RQD= 94.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-16


5-512-90000-0001

RUN 8

589.7

613.7

605.5

605.5


24.0

November 4, 2008

CORING

605.5

564.1

8.2

NA

8.2

8.2

41.4

49.6

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

CORING

21.6

30.0 583.4

NA

8.4 605.0

8.4 605.0

613.4

8.4 605.0

November 3, 2008

FT.

15.0

15.0

10.0

10.0

8.4

8.4

FT.

0.0

FT.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

20.0


RAN 5.0

REC 4.9

RQD= 0.0

RUN 3

RQD= 84.0

REC 1.5, RQD= 43.7

RUN 2

RAN 5.0

REC 5.0

RUN 1

RAN 1.6

stained solution vugs

Limestone, sandy, light gray with numerous open

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

Limestone, sandy, medium gray to light gray,

variably stained, leached weathered

Limestone, medium gray


Begin NQ Coring @ 8.4', 100 % DWR

Auger to refusal


STRATUM DESCRIPTION

2.0

611.4

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-17


5-512-90000-0001

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

November 3, 2008

CORING

605.0

583.4

8.4

NA

8.4

8.4

21.6

30.0

611.4

613.4

605.0

605.0


2.0

RUN 4


WDS


B-17


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.1

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 86.0 Limestone, sandy, light gray with open,

STRATUM DESCRIPTION



solution vugs


100% DWR


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 5

RAN 5.0

REC 5.0

RQD= 92.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

25.0

FT.

20.0

25.0

30.0

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 3 5 6 11

A

SS 4 4 5 9

A

SS 3 4 4 8

A

SS 5 7 7 14

A

SS 3 4 4 8

A

CORING

25.0

44.8 569.7

19.8

19.8 594.7

19.8 594.7

614.5

19.8 594.7

October 15, 2008

FT.

18.5

15.0

13.5

15.0

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.01.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.8


S-5

S-4

S-3

Sand, silty, gray

Weathered Rock

DO #4 (Moist with some free water)(Medium Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES


WASHBORING

Silt, clayey, dark brown (Moist)(Stiff)

DO #2 (Moist)(Medium Stiff)

TOPSOIL, Clay, silty, dark brown(Moist)(Medium Stiff)


STRATUM DESCRIPTION

(Damp)(Stiff)TOPSOIL, Clay, silty, brown

0.0

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-18


5-512-90000-0001


TOPSOIL

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 15, 2008

CORING

594.7

569.7

19.8

19.8

19.8

19.8

25.0

44.8

614.5

594.7

594.7


RUN 1


WDS


B-18


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 48.0 Limestone, sandy, light gray with open, stained,

STRATUM DESCRIPTION

solution vugs, with open, stained bedding planes

Limestone, sandy, light to medium gray with partially healed vertical fracture

Limestone, sandy, light gray with numerous open, stained solution vugs and open, vertical fractures


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 2

Limestone, sandy, light gray to medium gray withopen, stained solution vugs

RAN 5.0REC 5.0

RQD= 100.0

RUN 3RAN 5.0REC 5.0

RQD= 36.0

RUN 4RAN 5.0REC 5.0

RQD= 84.0

REMARKS:

39.8


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.8

FT.

19.8

24.8

29.8

29.8

34.8

34.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

44.8

FT.

39.8

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

RAN 5.0

Boring Terminated @ 44.8', 100% DWR

Limestone, sandy, medium gray

STRATUM DESCRIPTION

RQD= 94.0

DEPTH

STRATUM

FROM

REC 4.7

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-18


5-512-90000-0001

RUN 5

614.5

594.7

594.7


October 15, 2008

CORING

594.7

569.7

19.8

19.8

19.8

19.8

25.0

44.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 5 6 7 13

A

SS 3 4 4 8

A

SS 4 7 9 16

A

SS 7 11 12 23

A

SS 2 3 3 6

A

SS WT WT

CORING

25.1

44.0 570.5

18.9

18.9 595.6

18.9 595.6

614.5

18.9 595.6

October 15, 2008

FT.

18.518.9

15.0

18.5

18.9

13.5

15.0

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.01.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS: Continued On Page 2.

S-6

S-5

S-4

S-3

Silt, sandy, dark gray (Moist)(Very Soft)

Silt, slightly clayey, dark brown(Very Moist)(Medium Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES

Station945+70, Right 41'

WASHBORING

Silt, clayey, dark brown (Moist)(Very Stiff)

(Moist)(Very Stiff)Clay, silty, dark brown



STRATUM DESCRIPTION

(Moist)(Stiff)TOPSOIL, Clay, silty, dark brown

0.0

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-19


5-512-90000-0001

Auger Refusal @ 18.9', Dry On CompletionBegin NQ Coring @ 18.9', 100% DWR

TOPSOIL

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 15, 2008

CORING

595.6

570.5

18.9

18.9

18.9

18.9

25.1

44.0

614.5

595.6

595.6


RUN 1

RAN 5.0


WDS


B-19


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 4.7

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 48.0 Limestone, sandy, light gray with open, stained,

STRATUM DESCRIPTION

solution vugs

Limestone, sandy, light gray with soft shale partings andopen, stained solution vugs

Limestone, sandy, light gray with open, stainedsolution vugs

Limestone, light gray with soft shale band


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 2

REC 5.3

Limestone, sandy, medium gray/light gray

RQD= 52.0

RUN 3RAN 3.8REC 3.9

RQD= 50.0

RUN 4, RAN 1.3REC 1.1, RQD= 76.9

RUN 5RAN 5.0REC 5.0

RQD= 100.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

23.9

FT.

18.9

23.9

28.9

28.9

32.7

39.0

32.7

39.0

34.0

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

44.0

FT.

39.0

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

RAN 5.0


Limestone, sandy, medium gray/light gray

STRATUM DESCRIPTION

RQD= 100.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-19


5-512-90000-0001

RUN 6

614.5

595.6

595.6


October 15, 2008

CORING

595.6

570.5

18.9

18.9

18.9

18.9

25.1

44.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 7 10 12 22

A

SS 5 7 9 16

A

SS 8 10 9 19

A

SS 5 5 4 9

A

CORING

27.2

39.9 587.6

12.7

12.7 614.8

12.7 614.8

627.5

12.7 614.8

October 15, 2008

FT.

14.9

12.7

14.9

12.7

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.9


RAN 5.0REC 2.4

RQD= 42.0

REC 1.9RQD= 90.4

RUN 2

RUN 1RAN 2.1

S-4

S-3

stained bedding planes and cavity @ 17.3'Limestone, sandy, medium/light gray with open,

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Limestone, sandy, medium/light gray


SPT

VALUES


WASHBORING

Sand (M-F), silty, dark reddish-brown mottled tan(Dry)(Loose)

DO #1 (Dry)(Medium Dense)

DO #1 (Dry)(Medium Dense)


STRATUM DESCRIPTION

(Dry)(Medium Dense)Sand (F-M), slightly clayey, silty, yellowish-brown

12.7

614.8

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-20


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 15, 2008

CORING

614.8

587.6

12.7

12.7

12.7

12.7

27.2

39.9

627.5

614.8

614.8


Boring Terminated @ 39.9', 100% DWL

RUN 3


WDS


B-20


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 1.8

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 0.0

(Porous)

Continue cavity to 23.4', with Limestone,

12.7

614.8

STRATUM DESCRIPTION

very sandy, with numerous open, stained solution vugs

Limestone, sandy, light gray with numerous open, stained solution vugs



SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


RUN 4RAN 5.0REC 5.0

RQD= 34.0

RUN 5RAN 5.0REC 5.0

RQD= 88.0

RUN 6RAN 5.0REC 4.9

RQD= 90.0

REMARKS:

39.9

Boring backfilled with pea gravel on completion, at the request of the land owner.

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.9

FT.

19.9

24.9

29.9

29.9

34.9

34.9

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 6 5 7 12

A

SS 6 9 6 15

A

SS 5 7 9 16

A

SS 7 7 12 19

A

TOPSOIL


WDS


B-21


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Dry)(Stiff)Silt, very sandy, yellowish-brown

18.4

608.7

DO #1 (Dry)(Stiff)

Sand (M-F), silty, yellowish-brown(Dry)(Medium Dense)

Sand/Gravel, silty, dark reddish-brown/yellowish-brown(Dry)(Medium Dense)



Limestone, sandy, medium gray, with open, stainedvertical fracture, and open, stained bedding planes


SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Limestone, sandy, medium to light gray, with numerousopen, stained, bedding planes, variably stained, leached

100% DWL @ 18.4'

S-3

S-4

RUN 1RAN 4.0REC 3.9

RQD= 52.5

RUN 2RAN 5.1REC 4.1

RQD= 0.0

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

10.9

14.9

10.9

FT.

14.9

627.1

10.9 616.2

October 16, 2008

10.9

10.9 616.2

10.9 616.2

CORING

34.1

45.0 582.1

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

35.0

35.0

30.0

30.0

25.0

FT.

20.0

25.0

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

40.0


RAN 5.0REC 5.0

RQD= 94.0

RUN 6

RQD= 82.0

RUN 5RAN 5.0REC 5.0

RAN 5.0REC 4.9

RQD= 46.0

and clay seamLimestone, sandy, light gray with soft shale partings

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


SPT

VALUES


WASHBORING

RAN 5.0

Limestone, sandy, light gray with soft shale partingsand clay seams

solution vugs and soft shale partingsLimestone, sandy, light gray with open, stained

and vertical fractures

Limestone, sandy, variably stained, leached, weathered

18.4

608.7

STRATUM DESCRIPTION

with open, stained, solution vugs, bedding planes, RQD= 0.0

DEPTH

STRATUM

FROM

REC 4.7

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-21


5-512-90000-0001

RUN 3

627.1

616.2

616.2


October 16, 2008

CORING

616.2

582.1

10.9

10.9

10.9

10.9

34.1

45.0

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 16, 2008

CORING

616.2

582.1

10.9

10.9

10.9

10.9

34.1

45.0

627.1

616.2

616.2


RUN 7


WDS


B-21


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 90.0 Limestone, light gray with open, stained solution vugs

18.4

608.7

STRATUM DESCRIPTION



SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

FT.

40.0

45.0

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 8 9 14 23

A

SS 6 11 15 26

A

SS 10 17 15 32

A

SS 4 4 1 5

A

TOPSOIL


WDS


B-22


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Damp)(Very Stiff)

Clay, silty, slightly sandy, yellowish-brown

13.0

613.9

25.2

601.7

Silt, sandy, clayey, yellowish-brown

(Damp)(Very Stiff)

Sand (F-M), silty, slightly clayey, mottled yellowish-brown/

dark reddish-brown (Dry)(Dense)

Gravel/Sand, slightly silty, dark reddish-brown

(Damp)(Very Loose)



Limestone, sandy, light to medium gray


SPT

VALUES

Station 944+07.50, Left 38'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


S-3

S-4

RUN 1

RAN 3.1

REC 3.0

RQD= 96.7

RUN 2

RAN 5.0

REC 4.9

RQD= 96.0

REMARKS:

19.9


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.0

10.0

8.5

11.8

14.9

11.8

FT.

14.9

626.9

11.8 615.1

October 14, 2008

11.8

11.8 615.1

11.8 615.1

CORING

37.9

49.7 577.2

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

34.9

34.9

29.9

29.9

24.9

FT.

19.9

24.9

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

39.9


RAN 5.0

REC 5.0

RQD= 38.0

RUN 6

RQD= 94.0

RUN 5

RAN 5.0

REC 5.0

RAN 5.0

REC 4.4

RQD= 24.0

open, stained, solution vugs, soft shale partings and

bands

Limestone, very sandy, light gray with numerous

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


SPT

VALUES


WASHBORING

RAN 5.0

Limestone, very sandy, light gray with some

open, stained solution vugs

open, stained solution vugs and open cavities


partial core


13.0

613.9

STRATUM DESCRIPTION

open, stained, solution vugs, open cavities and

RQD= 0.0

DEPTH

STRATUM

FROM

REC 4.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-22


5-512-90000-0001

RUN 3

601.7

626.9

615.1

615.1


25.2

October 14, 2008

CORING

615.1

577.2

11.8

11.8

11.8

11.8

37.9

49.7

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 14, 2008

CORING

615.1

577.2

11.8

11.8

11.8

11.8

37.9

49.7

601.7

626.9

615.1

615.1


25.2

RUN 7

RUN 8


WDS


B-22


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 4.6

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 54.3

open, diagonal fractures and open, stained, solution

Limestone, sandy, light gray to medium gray with

13.0

613.9

STRATUM DESCRIPTION

soft shale partings, open, stained, bedding planes,

vugs

Limestone, sandy, medium gray, light gray



SPT

VALUES


WASHBORING

RAN 4.6

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 5.2

REC 5.2

RQD= 100.0


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

44.5

FT.

39.9

44.5

49.7

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 9 10 12 22

A

SS 6 7 9 16

A

SS 7 10 10 20

A

SS 4 50/.1 50/.1A

TOPSOIL


WDS


B-23


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Damp)(Very Stiff)Clay, silty, sandy, yellowish-brown

10.2

616.2

13.0

613.4

Silt, sandy, slightly clayey, yellowish-brown(Damp)(Very Stiff)

Silt, slightly sandy, clayey, yellowish-brown(Damp)(Very Stiff)

Sand (M-F), silty, slightly clayey, yellowish-brown (Damp)


Begin, NQ Coring @ 10.2', 100% DWL

Limestone, sandy, medium gray with open, stained bedding planes


SPT

VALUES

Station 943+33.5, Right 41'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Limestone, sandy, medium to light gray, variably stained, leached with numerous open, stained, solution

vugs

S-3

S-4

RUN 1RAN 4.6REC 4.5

RQD= 65.2

RUN 2RAN 5.0REC 5.0

RQD= 32.0

REMARKS:

19.8


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

9.1

10.2

9.18.5

10.2

14.8

FT.

14.8

626.4

10.2 616.2

October 14, 2008

10.2

10.2 616.2

10.2 616.2

CORING

39.4

49.6 576.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

34.9

31.7

37.7

37.7

34.9

31.7

29.7

29.7

24.8

FT.

19.8

24.8

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0 RQD= 47.6

REMARKS:

39.8


RUN 8RAN 2.1RQD 1.9

RAN 2.8REC 2.7

RQD= 42.8

RQD= 90.6

RUN 7

RQD= 40.0

RUN 6RAN 3.2REC 3.2

RUN 5RAN 2.0REC 1.9

RAN 4.9REC 4.9

RQD= 0.0

Limestone, sandy, medium gray with open

Limestone, sandy, medium gray with openstained, solution vugs

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4

Limestone, sandy, medium gray with open solution vugs


SPT

VALUES


WASHBORING

RAN 5.0

solution vugsLimestone, very sandy, medium gray with open,

Limestone, very sandy, with numerous open, stainedsolution vugs

solution vugs

10.2

616.2

STRATUM DESCRIPTION

Limestone, very sandy, with numerous open, stainedRQD= 18.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-23


5-512-90000-0001


RUN 3

613.4

626.4

616.2

616.2


13.0

October 14, 2008

CORING

616.2

576.8

10.2

10.2

10.2

10.2

39.4

49.6

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 14, 2008

CORING

616.2

576.8

10.2

10.2

10.2

10.2

39.4

49.6

613.4

626.4

616.2

616.2


13.0

RUN 9


WDS


B-23


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 100.0 Limestone, sandy, medium to light gray

10.2

616.2

STRATUM DESCRIPTION

Limestone, sandy, medium to light gray



SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


RQD= 100.0


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

44.9

FT.

39.8

44.9

49.6

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 7 9 12 21

A

SS 10 12 12 24

A

SS 13 15 13 28

A

SS 6 5 50/.0 55/.5

CORING

29.1

39.1 587.8

10.0

10.0 616.9

10.0 616.9

626.9

10.0 616.9

October 13, 2008

FT.

14.2

11.7

19.1

14.2

11.7

9.59.5

10.0

10.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.1


REC 4.9

RQD= 20.4

RQD= 80.0

RUN 3

RAN 4.9

RQD= 23.5

RUN 2

RAN 2.5

REC 2.5

RUN 1

RAN 1.7

REC 1.2

S-4

S-3

stained solution vugs and bedding planes

Limestone, sandy, medium to light gray with open,

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Limestone, sandy, medium gray, variably stained,

leached with open cavities


SPT

VALUES


WASHBORING

Limestone, sandy, medium gray, variably stained,leached with open cavities

Clay, very sandy, silty, reddish-brown to sand @ tipAuger Refusal @ 10.0', Dry On Completion


yellowish-brown with occasional gravel (Dry)(Medium Dense)

Sand (C-M), slightly clayey, silty, dark reddish-brown/

Sand (M-F), clayey, silty, yellowish-brown

(Dry)(Medium Dense)


STRATUM DESCRIPTION

(Dry)(Very Stiff)

Clay, silty, slightly sandy, yellowish-brown with gravel

13.3

613.6

21.6

605.3

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-24


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 13, 2008

CORING

616.9

587.8

10.0

10.0

10.0

10.0

29.1

39.1

605.3

626.9

616.9

616.9


21.6


RUN 4

RUN 5


WDS


B-24


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 0.0 Limestone, sandy, light gray, variably stained, leached,

13.3

613.6

STRATUM DESCRIPTION

with open, stained, solution vugs

Limestone, sandy, light gray, variably stained, leached

with numerous solution vugs


and soft shale partings


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 5.0


and soft shale partings

REC 5.0

RQD= 48.0

RUN 6

RAN 5.0

REC 5.0

RQD= 90.0

RUN 7

RAN 5.0

REC 5.0

RQD= 92.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.1

FT.

24.1

29.1

29.1

34.1

39.1

34.1

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 5 5 5 10

A

SS 5 4 7 11

A

SS 5 8 6 14

A

SS 7 7 5 12

CORING

29.6

39.7 586.4

10.1

10.1 616.0

10.1 616.0

626.1

10.1 616.0

October 13, 2008

FT.

14.6

19.6

14.6

10.1

10.0

8.5

5.0

6.0

2.5

3.5

7.5

7.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.6


REC 0.0

RQD=0.0

RUN 2

RAN 5.0

RQD= 46.6

RUN 1

RAN 4.5

REC 3.2

S-4

S-3

Open Cavity

No soil

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

100% DWL @ 13.3'


SPT

VALUES


WASHBORING

Limestone, sandy, medium gray with open, stained,

bedding planes

Open Cavity 13.3' to 21.3'

8.5-9.5 DO #39.5-10.0 Clay, slightly silty, very sandy, yellowish-brown



gravel (Dry)(Medium Dense)

Sand (C-M), slightly silty, dark reddish-brown with

Sand (C-M), clayey, silty, reddish-brown

(Dry)(Stiff)


STRATUM DESCRIPTION

(Dry)(Medium Stiff)

Clay, very sandy, silty, yellowish-brown

13.3

612.8

24.0

602.1

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-25


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 13, 2008

CORING

616.0

586.4

10.1

10.1

10.1

10.1

29.6

39.7

602.1

626.1

616.0

616.0


24.0


RUN 3


WDS


B-25


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 3.3

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 0.0

Limestone, light gray with open, stained, solution vugs

Continue Open Cavity to 21.3'

13.3

612.8

STRATUM DESCRIPTION


Limestone, sandy, light gray with open,



SPT

VALUES


WASHBORING

RAN 5.2

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4

Limestone, sandy, medium to light gray with soft

shale partings

RAN 5.0

REC 5.0

RQD= 96.0

RUN 5

RAN 5.0

REC 5.0

RQD= 70.0

RUN 6

RAN 4.9

REC 4.9

RQD= 87.7

REMARKS:

39.7


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.8

FT.

24.8

29.8

29.8

34.8

34.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 4 9 13

A

SS 6 6 7 13

A

SS 4 7 7 14

A

SS 4 4 4 8

A

SS 3 6 7 13

A

SS 2 4 4 8

Sand (C-M), slightly silty, reddish-brown with gravel

(Moist)(Loose)

TOPSOIL


WDS


B-26


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Stiff)

Silt, sandy, slightly clayey, reddish-brown

23.6

603.3

23.6

603.3

DO #1 (Damp)(Stiff)

Silt, very sandy, clayey, reddish-brown

(Moist)(Stiff)

Silt, sandy, reddish-brown



SPT

VALUES


WASHBORING

Sand (M-C), silty, slightly clayey, reddish-brown

(Moist)(Medium Dense)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.0

10.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

626.9

23.6 603.3

October 20, 2008

23.6

23.6 603.3

23.6 603.3

CORING

26.2

49.8 577.1

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 50/.0 50/.0

34.8

34.8

29.8

29.8

24.8

23.523.5

FT.

20.0

23.5

23.6

24.8

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

39.8


RAN 5.0

REC 5.0

RQD= 16.0

RUN 4

RQD= 48.0

RUN 3

RAN 5.0

REC 5.0

RAN 5.0

REC 5.0

RQD= 0.0

solution vugs, bedding planes, vertical fractures

diagonal fractures and soft shale partings

Limestone, very sandy, light gray with open, stained

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-7

RUN 1, RAN 1.2

RUN 2


SPT

VALUES


WASHBORING


solution vugs

stained solution vugs, cavities and partial core

Limestone, sandy, light gray, with numerous open

No Recovery

Auger Refusal @ 23.6', Dry On CompletionBegin NQ Coring @ 23.6', 100% DWL

23.6

603.3


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-26


5-512-90000-0001

REC 1.1, RQD= 33.3

603.3

626.9

603.3

603.3


23.6

October 20, 2008

CORING

603.3

577.1

23.6

23.6

23.6

23.6

26.2

49.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 20, 2008

CORING

603.3

577.1

23.6

23.6

23.6

23.6

26.2

49.8

603.3

626.9

603.3

603.3


23.6

RUN 5


WDS


B-26


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 100.0 Limestone, sandy, light/medium gray

23.6

603.3

STRATUM DESCRIPTION

Limestone, sandy, light/medium gray


100% DWL


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 6

RAN 5.0

REC 5.0

RQD= 90.0


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

44.8

FT.

39.8

44.8

49.8

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 4 7 10 17

A

SS 6 6 11 17

A

SS 4 6 4 10

A

SS 4 4 5 9

A

CORING

28.2

39.9 587.7

11.7

11.7 615.9

11.7 615.9

627.6

11.7 615.9

October 20, 2008

FT.

14.9

11.7

14.9

11.7

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.9


RAN 5.0REC 5.0

RQD= 34.0

RUN 2

RUN 1RAN 3.2REC 2.9

RQD= 80.0

S-4

S-3

bedding planes, solution vugs and open cavity18.3' to 18.6' with 100% DWL @ 18.3'

Limestone, sandy, medium gray, with open, stained

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Limestone, sandy, medium gray with opencavity 12.3' to 12.6'


SPT

VALUES


WASHBORING



DO #3 (Dry)(Loose)

(Dry)(Loose)Sand/Gravel, silty, dark reddish-brown

Sand (F-M), silty, slightly clayey, reddish-brown(Dry)(Medium Dense)


STRATUM DESCRIPTION

(Dry)(Very Stiff)Clay, very sandy, silty, reddish-brown

18.3

609.3

18.3

609.3

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-27


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 20, 2008

CORING

615.9

587.7

11.7

11.7

11.7

11.7

28.2

39.9

609.3

627.6

615.9

615.9


18.3


RUN 3


WDS


B-27


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 3.7

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 0.0 Limestone, very sandy, light gray with open, stained

18.3

609.3

STRATUM DESCRIPTION

solution vugs and open cavity 20.1' to 21.4'

Limestone, very sandy, light gray with open, stained solution vugs, and open vertical fractures



SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4

Limestone, sandy, light gray with some open,stained solution vugs, vertical fractures and bedding

planes

RAN 5.0REC 4.9

RQD= 0.0

RUN 5RAN 5.0REC 5.0

RQD= 84.0

RUN 6RAN 5.0REC 5.0

RQD= 86.0

REMARKS:

39.9


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.9

FT.

19.9

24.9

29.9

29.9

34.9

34.9

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 7 5 5 10

A

SS 5 4 4 8

A

SS 10 10 8 18

A

SS 4 5 5 10

A

CORING

22.7

34.9 592.5

12.2

12.2 615.2

12.2 615.2

627.4

12.2 615.2

October 16, 2008

FT.

14.9

12.2

14.9

12.2

10.0

10.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.9


RAN 5.0

REC 5.0

RQD= 22.0

REC 1.4

RQD= 0.0

RUN 2

RUN 1

RAN 2.7

S-4

S-3

stained, with open, stained bedding planes and soft

shale partings

Limestone, sandy, medium to light gray, variably

leached with cavity 13.2' to 14.5'

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2



SPT

VALUES


WASHBORING



Sand/Gravel, slightly silty, dark reddish-brown

(Dry)(Loose)

(Dry)(Medium Dense)

Sand/Gravel, silty, dark reddish-brown

Silt, very sandy, yellowish-brown

(Dry)(Medium Stiff)


STRATUM DESCRIPTION

(Dry)(Medium Stiff)

Silt, sandy, yellowish-brown with tree roots

10.0

617.4

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-28


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 16, 2008

CORING

615.2

592.5

12.2

12.2

12.2

12.2

22.7

34.9

617.4

627.4

615.2

615.2


10.0

RUN 3


WDS


B-28


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 60.0 Limestone, sandy, medium gray with open, stained

STRATUM DESCRIPTION

solution vugs

Limestone, sandy, medium gray with solution vugs



SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


RAN 5.0

REC 5.0

RQD= 92.0

RUN 5

RAN 5.0

REC 5.0

RQD= 90.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.9

FT.

19.9

24.9

29.9

29.9

34.9

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 5 9 9 18

A

SS 3 2 2 4

A

SS 4 5 3 8

A

SS 3 3 2 5

A

CORING

31.9

44.9 581.8

13.0

13.0 613.7

13.0 613.7

626.7

13.0 613.7

October 20, 2008

FT.

15.0

13.0

15.0

13.0

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.6


RAN 4.6REC 0.9

RQD= 0.0

RAN 2.0REC 1.2

RQD= 20.0

RUN 2

RUN 1

S-4

S-3


Continue cavity to 18.6'

100% DWL @ 14.2'

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Begin NQ Coring @ 13.0', 100% DWRLimestone, sandy, light gray to Cavity @ 14.2'


SPT

VALUES


WASHBORING


DO #3 (Dry)(Very Loose)

(Damp)(Loose)Gravel/Sand, silty, dark reddish-brown

Silt, sandy, slightly clayey, reddish-brown


STRATUM DESCRIPTION

(Dry)(Very Stiff)Clay, sandy, silty, reddish-brown

14.2

612.5

25.2

601.5

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-29


5-512-90000-0001

TOPSOIL

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 20, 2008

CORING

613.7

581.8

13.0

13.0

13.0

13.0

31.9

44.9

601.5

626.7

613.7

613.7


25.2

RUN 3


WDS


B-29


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.1

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 0.0

planes and partial core

Limestone, very sandy, light gray with numerous open,

14.2

612.5

STRATUM DESCRIPTION

stained solution vugs, vertical fractures, bedding

Limestone, sandy, light gray with numerous open,stained solution vugs

Limestone, sandy, light gray with open, stainedbedding planes and solution vugs


SPT

VALUES


WASHBORING

RAN 5.3

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4

Limestone, sandy, light gray with soft shale bandsand open, stained bedding planes

RAN 5.0REC 5.0

RQD= 0.0

RUN 5RAN 5.0REC 5.0

RQD= 56.0

RUN 6RAN 5.0REC 5.0

RQD= 98.0

REMARKS:

39.9


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.9

FT.

19.6

24.9

29.9

29.9

34.9

34.9

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

44.9

FT.

39.9

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

RAN 5.0


Limestone, sandy, light to medium gray, with soft

14.2

612.5

STRATUM DESCRIPTION

shale partingsRQD= 92.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-29


5-512-90000-0001

RUN 7

601.5

626.7

613.7

613.7


25.2

October 20, 2008

CORING

613.7

581.8

13.0

13.0

13.0

13.0

31.9

44.9

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 10 9 8 17

A

SS 7 6 5 11

A

SS 7 50/.1 50/.1

CORING

23.1

29.7 592.6

6.6

6.6 615.7

6.6 615.7

622.3

6.6 615.7

October 17, 2008

FT.

14.7

14.7

9.7

9.7

5.0

6.0

2.5

3.5

6.6

6.6

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.7


RAN 5.0

REC 4.9

RQD= 80.0

RUN 3

RQD= 18.0

RUN 2

RAN 5.0

REC 4.8

RAN 3.1

REC 3.1

RQD= 32.2

S-3

RUN 1

vugs

Limestone, sandy, light gray with open, stained, solution

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES

Station938+37.5, Left 38'

WASHBORING

Limestone, sandy, medium to light gray with numerous


100% DWL @ 13.5'

leached with open, stained bedding planes




DO #2 (Dry)(Very Dense)

Sand (C-M), silty, dark reddish-brown with gravel

(Dry)(Medium Dense)


STRATUM DESCRIPTION

(Dry)(Medium Dense)

Gravel/Sand, silty, slightly clayey, yellowish-brown

13.5

608.8

26.0

596.3

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-30


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 17, 2008

CORING

615.7

592.6

6.6

6.6

6.6

6.6

23.1

29.7

596.3

622.3

615.7

615.7


26.0

RUN 4


WDS


B-30


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 86.0 Limestone, sandy, light gray with some solution vugs

13.5

608.8

STRATUM DESCRIPTION

Limestone, sandy, light/medium gray



SPT

VALUES

Station938+37.5, Left 38'

WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 5

RAN 5.0

REC 4.9

RQD= 98.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.7

FT.

19.7

24.7

29.7

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 7 15 14 29

A

SS 7 7 7 14

A

SS 4 4 6 10

A

SS 6 4 2 6

A

SS WT WT WT

REC 0.3, RQD= 0

TOPSOIL


WDS


B-31


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Dry)(Very Stiff)Silt, sandy, slightly clayey, yellowish-brown

14.5

606.8

26.4

594.9

Sand (M), silty, yellowish-brown/dark yellowish-brown(Dry)(Medium Dense)

Sand (C-M), silty, dark reddish-brown with gravel(Dry)(Loose)

Sand/Gravel, silty, dark reddish-brown(Dry)(Loose)

No Recovery


SPT

VALUES


WASHBORING

Auger Refusal @ 14.5', Dry On CompletionBegin NQ Coring @ 14.5', 100% DWL

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Limestone, very sandy, light gray with numerousopen, stained solution vugs

S-3

S-4

S-5

RUN 1, RAN 0.3

RUN 2RAN 5.2REC 5.2

RQD= 53.8

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.513.5

14.5

14.8

FT.

14.414.8

621.3

14.5 606.8

October 17, 2008

14.5

14.5 606.8

14.5 606.8

CORING

15.5

30.0 591.3

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

30.0

25.0

FT.

20.0

25.0

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RAN 5.0REC 5.0

RQD= 100.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


SPT

VALUES


WASHBORING

RAN 5.0


soft shale partingsLimestone, sandy, light to medium gray with

Limestone, sandy, light gray with open, stained solution

14.5

606.8

STRATUM DESCRIPTION

vugsRQD= 92.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-31


5-512-90000-0001

RUN 3

594.9

621.3

606.8

606.8


26.4

October 17, 2008

CORING

606.8

591.3

14.5

14.5

14.5

14.5

15.5

30.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 4 7 8 15

A

SS 12 15 17 32

A

SS 12 15 15 30

A

SS 9 11 10 21

SS 50/.0 50/.0A

CORING

24.2

39.2 579.9

15.0

15.0 604.1

15.0 604.1

619.1

15.0 604.1

October 13, 2008

FT.

15.0

13.5

15.0

13.513.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.8


RAN 4.8REC 4.8

RQD= 68.7

S-5

RUN 1

S-4

S-3

Limestone, very sandy, light gray with open, stained bedding planes



SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

No Recovery


SPT

VALUES


WASHBORING

Clay, slightly silty, very sandy, mottled dark reddish-brown/tan (Damp)(Very Stiff)

yellowish-brown/dark reddish-brown with occasionalgravel (Damp)(Very Stiff)

Clay, slightly silty, sandy, mottled reddish-brown/

Clay, slightly silty, slightly sandy, yellowish-brownmottled tan (Damp)(Hard)


STRATUM DESCRIPTION

(Damp)(Stiff)Clay, silty, sandy, brown

15.0

604.1

14.0

605.1

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-32


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 13, 2008

CORING

604.1

579.9

15.0

15.0

15.0

15.0

24.2

39.2

605.1

619.1

604.1

604.1


14.0


RUN 2


WDS


B-32


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 4.8

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 38.0

solution vugs and numerous soft shale partings

15.0

604.1

STRATUM DESCRIPTION


Limestone, very sandy, light gray with open, stained solution vugs and shale band

Limestone, light to medium gray, with several partially healed vertical fractures


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 3

Limestone, light gray/medium gray

RAN 4.6REC 4.7

RQD= 67.3

RUN 4RAN 4.9REC 4.9

RQD= 83.6

RUN 5RAN 5.1REC 5.1

RQD= 100.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.8

FT.

19.8

24.8

29.4

29.4

34.3

39.4

34.3

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 9 12 14 26

A

SS 7 10 17 27

A

SS 7 13 15 28

A

SS 5 7 9 16

A

CORING

0.0

12.0 606.0

12.0

NA

NA

618.0

12.0 606.0

October 10, 2008

FT.

12.0

10.0

10.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

S-4

S-3

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

Began NQ Coring but lost hole due to lack of water


SPT

VALUES


WASHBORING

Refusal @ 12.0'

Sand (C-M), clayey, silty, dark reddish-brown with gravel

(Medium Dense)

with gravel (Damp)(Very Stiff)

Clay, very sandy, silty, mottled yellowish-brown/tan

Clay, slightly silty, sandy, yellowish-brown

(Damp)(Very Stiff)


STRATUM DESCRIPTION

(Dry)(Very Stiff)

Clay, very silty, sandy, yellowish-brown

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-33


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

CORING

28.4

39.2 578.8

NA

10.8 607.2

10.8 607.2

618.0

10.8 607.2

October 10, 2008

FT.

14.7

19.5

14.7

10.8

10.8

FT.

0.0

FT.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.5


REC 4.8RQD= 97.9

RUN 2RAN 4.8

REC 3.8RQD= 46.1

RUN 1RAN 3.9

Limestone, very sandy, light gray

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 936+51, Right 36' (Boring offset 5' east)

WASHBORING

Limestone, very sandy, light gray, variably stained, leached with open, stained, solution vugs

Auger to refusal @ 10.8'Begin NQ Coring @ 10.8', 100% DWR


STRATUM DESCRIPTION

18.0

600.0

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-33A


5-512-90000-0001

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 10, 2008

CORING

607.2

578.8

10.8

NA

10.8

10.8

28.4

39.2

600.0

618.0

607.2

607.2


18.0


RUN 3

RUN 4


WDS


B-33A


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.2

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 73.0 Limestone, very sandy, light gray with open, stained

STRATUM DESCRIPTION

bedding planes and solution vugs

Limestone, very sandy, light gray, with open, stained bedding planes and solution vugs

Limestone, light to medium gray with shale bands


SPT

VALUES

Station 936+51, Right 36' (Boring offset 5' east)

WASHBORING

RAN 5.2

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 4.9

Limestone, light to medium gray with shale bands

REC 4.9RQD= 48.9

RUN 5RAN 5.0REC 5.0

RQD= 100.0

RUN 6RAN 4.6REC 4.6

RQD= 100.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.7

FT.

24.7

29.6

29.6

34.6

39.2

34,6

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 7 11 13 24

A

SS 12 20 25 45

A

SS 8 11 13 24

A

SS 4 3 50/.2 53/.7A

TOPSOIL


WDS


B-34


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Damp)(Very Stiff)

Clay, silty, sandy, yellowish-brown

10.0

606.6

14.5

602.1

Clay, sandy, silty, mottled yellowish-brown/tan/

reddish-brown (Damp)(Hard)

Clay, sandy, silty, mottled dark reddish-brown/

yellowish-brown with occasional gravel (Very Stiff)

Sand (M), clayey, silty, dark reddish-brown (Loose)Auger Refusal @ 10.0'


Limestone, very sandy, light gray with open,



SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


S-3

S-4

RUN 1

RAN 4.7

REC 4.7

RQD= 63.8

RUN 2

RAN 5.1

REC 5.1

RQD= 94.1

REMARKS:

19.8


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

9.79.7

10.0

10.0

8.5

14.7

FT.

14.7

616.6

10.0 606.6

October 9, 2008

10.0

10.0 606.6

10.0 606.6

CORING

29.5

39.5 577.1

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

34.8

39.5

34.8

29.8

29.8

24.8

FT.

19.8

24.8

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RAN 4.7

REC 4.6

RQD= 87.2

RUN 6

RQD= 100.0

RUN 5

RAN 5.0

REC 5.0

RAN 5.0

REC 5.0

RQD= 64

Limestone, very sandy, light gray with soft shale

bands and partings

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


SPT

VALUES


WASHBORING

RAN 5.0



solution vugs and soft shale bands and partings

vertical fractures

10.0

606.6

STRATUM DESCRIPTION

Limestone, very sandy, light gray with open

RQD= 42

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-34


5-512-90000-0001


RUN 3

602.1

616.6

606.6

606.6


14.5

October 9, 2008

CORING

606.6

577.1

10.0

10.0

10.0

10.0

29.5

39.5

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 9 9 12 21

A

SS 13 17 23 40

A

SS 6 5 5 10

A

SS 50/.0 50/.0

TOPSOIL


WDS


B-35


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Dry)(Very Stiff)

Clay, sandy, silty, yellowish-brown mottled tan

4.0

612.3

Clay, silty, sandy, mottled yellowish-brown/tan

with gravel (Damp)(Hard)

Sand (M-C), clayey, silty, dark reddish-brown

(Damp)(Loose)

No RecoveryAuger Refusal @ 9.1'

Begin NQ Coring @ 9.1', 100% DWR (Lost Core to 9.7')

Limestone, very sandy, light gray, with numerous


DRY ON COMPLETION ? DRY, PRIOR TO CORING

SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


band and partings

S-3

S-4

RUN 1

RAN 5.0

REC 5.0

RQD= 42.0

RUN 2

RAN 5.2

REC 5.2

RQD= 98.0

REMARKS:

19.9


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

8.0

8.5

7.5

5.0

6.0

2.5

3.5

9.1

9.7

9.7

9.1

14.7

FT.

14.7

616.3

9.1 607.2

October 9, 2008

9.1

9.1 607.2

9.1 607.2

CORING

26.0

35.1 581.2

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

35.1

29.9

29.9

24.9

FT.

19.9

24.9

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RQD= 100.0

RUN 5

RAN 5.2

REC 5.2

RAN 5.0

REC 5.0

RQD= 52.0


100% DWR

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4

DRY ON COMPLETION ? DRY, PRIOR TO CORING

SPT

VALUES


WASHBORING

RAN 5.0




partings and open, stained solution vugs

STRATUM DESCRIPTION


RQD= 76.0

DEPTH

STRATUM

FROM

REC 4.9

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-35


5-512-90000-0001

RUN 3

612.3

616.3

607.2

607.2


4.0

October 9, 2008

CORING

607.2

581.2

9.1

9.1

9.1

9.1

26.0

35.1

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 4 11 13 24

A

SS 11 15 14 29

A

SS 6 8 10 18

A

SS 6 5 5 10

A

CORING

15.3

26.8 589.6

11.5

11.5 604.9

11.5 604.9

616.4

11.5 604.9

October 9, 2008

FT.

14.7

11.5

14.7

11.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.9


REC 5.2RQD= 94.2

RUN 2RAN 5.2

RUN 1RAN 3.2REC 3.2

RQD= 75.0

S-4

S-3

Limestone, very sandy, light gray with open, stained, solution vugs

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2



SPT

VALUES

WASHBORING


Sand (M-C), silty, clayey, reddish-brown mottleddark reddish-brown with few gravel (Damp)(Loose)

6.5'-7.5' Clay, silty, slightly sandy, tan mottled yellowish-brown (Moist)(Very Stiff)

DO #2 to 6.5'

Sand (M), clayey, silty, reddish-brown mottled tan(Moist)Medium Dense)


STRATUM DESCRIPTION

(Moist)(Very Stiff)Clay, sandy, silty, reddish-brown mottled tan

11.5

604.9

18.1

598.3

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-36


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 9, 2008

CORING

604.9

589.6

11.5

11.5

11.5

11.5

15.3

26.8

598.3

616.4

604.9

604.9


18.1

RUN 3


WDS


B-36


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 87.7 Limestone, very sandy, light gray with soft shale

11.5

604.9

STRATUM DESCRIPTION

partings and bands

Limestone, very sandy with shale bands



SPT

VALUES

WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4RAN 2.0REC 2.0

RQD= 100.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.8

FT.

19.9

26.8

24.8

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 8 10 13 23

A

SS 10 12 15 27

A

SS 8 11 11 22

A

SS 50/.0 50/.0

TOPSOIL


WDS


B-37


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Damp)(Very Stiff)

Clay, very sandy, silty, reddish-brown mottled tan

8.0

608.0

Clay, very sandy, silty, mottled reddish-brown/tan

(Damp)(Very Stiff)

Sand (M-C), clayey, silty, dark reddish-brown with gravel

(Damp)(Medium Dense)

No RecoveryAuger Refusal @ 9.0'


Limestone, very sandy, light gray, variably

stained, leached with open, stained solution vugs


SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


stained, leached with open, stained solution vugs

S-3

S-4

RUN 1

RAN 4.9

REC 4.9

RQD= 34.7

RUN 2

RAN 5.0

REC 5.0

RQD= 54.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.5

8.5

7.5

5.0

6.0

2.5

3.5

9.0

9.0

13.9

18.9

FT.

18.9

13.9

616.0

9.0 607.0

October 9, 2008

9.0

9.0 607.0

9.0 607.0

CORING

19.9

28.9 587.1

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

28.9

23.9

FT.

23.9

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RQD= 94.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4

REC 5.0


SPT

VALUES


WASHBORING

RAN 5.0


100% DWR


partings and shale band


STRATUM DESCRIPTION

RQD= 92.0

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-37


5-512-90000-0001

RUN 3

RAN 5.0


608.0

616.0

607.0

607.0


8.0

October 9, 2008

CORING

607.0

587.1

9.0

9.0

9.0

9.0

19.9

28.9

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 7 7 9 16

A

SS 10 18 27 45

A

SS 10 13 18 31

A

SS 7 7 10 17

stained solution vugs, open stained bedding planes

TOPSOIL


WDS


B-38


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

chert fragments (Dry)(Very Stiff)Clay, silty, slightly sandy, yellowish-brown with

13.1

604.6

14.5

603.2

Clay, silty, sandy, reddish-brown mottled yellowish-brown (Damp)(Hard)

Clay, sandy, silty, mottled reddish-brown/yellowish-brown (Damp)(Hard)

Clay, very sandy, silty, mottled reddish-brown/yellowish-brown (Moist)(Very Stiff)


Begin NQ Coring @ 12.7', 100% DWR100% DWL @ 13.1'


SPT

VALUES

Station 932+67.5, L-38

WASHBORING


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

stained solution vugs, partial core, cavities, and open, stained, bedding planes


S-3

S-4

RUN 1RAN 5.0REC 3.8

RQD= 32.0

RUN 2RAN 5.0REC 5.0

RQD= 74.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

12.7

17.7

17.7

FT.

12.7

617.7

12.7 605.0

10-7-08 TO 10-9-08

12.7

12.7 605.0

12.7 605.0

CORING

25.0

37.7 580.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

32.7

37.7

32.7

22.7

27.7

27.7

22.7

FT.

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


REC 5.0RQD= 100.0

RUN 5RAN 5.0

RUN 4RAN 5.0REC 4.8

RQD= 94.0


Limestone, very sandy, light gray with shale bands.

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

REC 5.0RQD= 70.0


SPT

VALUES

Station 932+67.5, L-38

WASHBORING

Limestone, very sandy, light gray with shale bands

stained, solution vugs clay seams, and open, stained diagonal fracture


13.1

604.6


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-38


5-512-90000-0001

RUN 3RAN 5.0

603.2

617.7

605.0

605.0


14.5

10-7-08 TO 10-9-08

CORING

605.0

580.0

12.7

12.7

12.7

12.7

25.0

37.7

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 7 9 12 21

A

SS 11 10 17 27

A

SS 10 13 16 29

A

SS 10 11 13 24

A

CORING

15.0

28.0 589.3

13.0

13.0 604.3

13.0 604.3

617.3

13.0 604.3

October 7, 2008

FT.

18.0

13.0

18.0

13.0

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0RQD= 100.0


RUN 2RAN 5.0REC 5.0

RAN 5.0REC 5.0RQD= 90

RUN 1

S-4

S-3

Limestone, very sandy, light gray with few open, stained, solution vugs

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2



SPT

VALUES

Station 932+41.5, R-41'

WASHBORING

Auger Refusal @ 13.0' (Dry On Completion)

Clay, very sandy, silty, mottled reddish-brown/gray(Moist)(Very Stiff)

yellowish-brown (Damp)(Very Stiff)Clay, silty, slightly sandy, reddish-brown mottled y

Clay, sandy, silty, yellowish-brown mottled gray(Damp)(Very Stiff)


STRATUM DESCRIPTION

(Dry)(Very Stiff)Clay, silty, sandy, yellowish-brown

4.5

612.8

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-39


5-512-90000-0001


TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 7, 2008

CORING

604.3

589.3

13.0

13.0

13.0

13.0

15.0

28.0

612.8

617.3

604.3

604.3


4.5

RQD= 88.0

RUN 3


WDS


B-39


5-512-90000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

STRATUM DESCRIPTION

Limestone, very sandy, light gray with several solution vugs



SPT

VALUES

Station 932+41.5, R-41'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 5.0REC 5.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

23.0

FT.

28.0

23.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 13 18 18 36

A

SS 12 13 15 28

A

SS 5 9 11 20

A

SS 50/.0 50/.0

A

CORING

25.0

37.5 579.6

12.5

12.5 604.6

12.5 604.6

617.1

12.5 604.6

October 6, 2008

FT.

12.5

17.5

17.5

12.5

8.58.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


RUN 2RAN 5.0REC 5.0

RQD= 80.0

REC 4.4RQD= 24.0

RUN 1RAN 5.0

S-4

S-3

Limestone, very sandy, light gray, variably stained, leached, weathered

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES

Station 931+25, L-38'

WASHBORING


Begin NQ coring @ 12.5', 100% DWL

(Moist)(Very Stiff)

Weathered Rock No Recovery

Clay, silty, sandy, yellowish-brown mottled gray

Sand (F-M), Clayey, silty, yellowish-brown(Damp)(Medium Dense)


STRATUM DESCRIPTION

(Dry)(Hard)Clay, sandy, silty, yellowish-brown

12.5

604.6

17.0

600.1

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-40


5-512-90000-0001

Limestone, very sandy, light gray with open stained solution vugs, open stained bedding plane and diagonal fractures

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 6, 2008

CORING

604.6

579.6

12.5

12.5

12.5

12.5

25.0

37.5

600.1

617.1

604.6

604.6


17.0

Water @ -17.0' On Completion

RUN 3RAN 5.0


WDS


B-40


5-512-90000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.

12.5

604.6

STRATUM DESCRIPTION

Limestone, very sandy, light gray with stained, weathered solution vugs, solution cavities and

soft shale bands

Limestone, very sandy, light gray with soft shale partings and open, stained diagonal fracture


SPT

VALUES

Station 931+25, L-38'

WASHBORING


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

REC 5.0RQD= 70.0


RUN 4RAN 5.0REC 5.0

RQD= 80.0

RUN 5RAN 5.0REC 5.0

RQD= 98.0


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

22.5

FT.

27.5

27.5

22.5

32.5

37.5

32.5

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 12 14 23 37

A

SS 10 10 19 29

A

SS 3 5 9 14

A

SS 7 12 14 26

A

TOPSOIL


WDS


B-41


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Damp)(Hard)Clay, sandy, silty, yellowish-brown

12.1

605.4

16.4

601.1

Clay, very sandy, silty, yellowish-brown mottled tan(Damp)(Very Stiff)

Clay, very sandy, silty, yellowish-brown(Damp)(Stiff)

DO # 3 (Dry)(Very Stiff)



Limestone, very sandy, light gray, with open, stained


SPT

VALUES

Station 931+05, R-41'

WASHBORING

bedding planes and soft shale partings

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


S-3

S-4

RUN 1RAN 4.8REC 4.7

RQD= 75.0

RUN 2RAN 5.0REC 5.0

RQD= 100.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.0

8.5

12.1

16.8

16.8

FT.

12.1

617.5

12.1 605.4

10/06/2008 to 10/7/2008

12.1

12.1 605.4

12.1 605.4

CORING

29.7

41.8 575.7

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

31.8

36.8

36.8

31.8

26.8

26.8

FT.

21.8

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


RAN 5.0REC 5.0

RQD= 84.0

RUN 6

RQD= 98.0

RUN 5RAN 5.0REC 5.0

RAN 5.1REC 5.1

RQD= 70.0

RUN 4

Limestone, very sandy, light gray with soft

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RQD= 42.0



SPT

VALUES

Station 931+05, R-41'

WASHBORING

stained solution vugsLimestone, very sandy, light gray with open,

Limestone, very sandy, light gray, variably stained, leached, weathered with open, stained vertical fractures, partial core and open, stained solution vugs

12.1

605.4

STRATUM DESCRIPTION

21.8 RUN 3

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-41


5-512-90000-0001

shale partings

RAN 5.0REC 5.0

601.1

617.5

605.4

605.4


16.4

10/06/2008 to 10/7/2008

CORING

605.4

575.7

12.1

12.1

12.1

12.1

29.7

41.8

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

10/06/2008 to 10/7/2008

CORING

605.4

575.7

12.1

12.1

12.1

12.1

29.7

41.8

601.1

617.5

605.4

605.4


16.4


WDS


B-41


5-512-90000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


12.1

605.4

STRATUM DESCRIPTION

100% DWLWater @ -16.4' On Completion


SPT

VALUES

Station 931+05, R-41'

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

FT.

41.8

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 8 5 4 9

A

SS 4 4 9 13

A

SS 50/.0 50/.0A

CORING

20.0

27.0 584.5

7.0

7.0 604.5

7.0 604.5

611.5

7.0 604.5

October 6, 2008

FT.

12.0

17.0

17.0

12.0

5.0

6.0

2.5

3.5

7.0

6.07.0

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.06.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS: Boring re-located due to overhead obstructions. Continued On Page 2.

RAN 5.0REC 4.9

RQD= 98.0

RUN 3

RQD= 16.0

RUN 2RAN 5.0REC 5.0

RAN 5.0REC 4.8

RQD= 64.0

S-3

RUN 1



SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2



SPT

VALUES

Station 930+64, L-38 (Offset 14 feet from original location)

WASHBORING

stained, leached, weathered with open, stained, bedding planes and open cavity at 8.3' to 8.5'.

Auger Refusal @ 7.0', Dry on CompletionBegoin NQ Coring @ 7.0', 100% DWR


No RecoveryWeathered Rock

Sand (F), silty, yellowish-brown(Alluvial)(Dry)(Medium Dense)


STRATUM DESCRIPTION

(Alluvial)(Damp)(Stiff)Silt, sandy, clayey, brown

4.0

607.5

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-42


5-512-90000-0001

solution vugs

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 6, 2008

CORING

604.5

584.5

7.0

7.0

7.0

7.0

20.0

27.0

607.5

611.5

604.5

604.5


4.0


WDS


B-42


5-512-90000-0001

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


STRATUM DESCRIPTION

solution vugs


Water @ -4' On Completion


SPT

VALUES

Station 930+64, L-38 (Offset 14 feet from original location)

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

FT.

27.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 9 9 8 17

A

SS 5 4 5 9

A

SS 50/.2 50/.2

A

SS 50/.1 50/.1

A

TOPSOIL


WDS


B-43


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Alluvial)(Damp)(Very Stiff)

(Topsoil), Silt, very sandy, brown

2.0

608.8

Silt, very sandy, slightly clayey, brown

(Alluvial)(Damp)(Medium Stiff)

Clay, silty, sandy, brown to rock at tip

Rock

Clay, silty, brown to weathered rock (Soil Medium Stiff)

Weathered RockAuger Refusal @ 10.0' Dry On Completion


Limestone, very sandy, light gray, variably stained,

leached with numerous solution vugs


SPT

VALUES

Station 930+35, R-41' (Offset 10 feet from original location)

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


S-3

S-4

RUN 1

RAN 4.6

REC 4.6

RQD= 71.7

RUN 2

RAN 5.0

REC 5.0

RQD= 100.0

REMARKS:

19.6

Boring re-located due to overhead obsturcitons. Continued On Page 2.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

6.2

2.5

FT.

0.0

1.0

1.0

FT.

7.0

6.2

7.0

8.5

5.0

6.0

2.5

3.5

8.6

10.0

10.08.6

8.5

14.6

19.6

FT.

14.6

610.8

10.0 600.8

October 6, 2008

10.0

10.0 600.8

10.0 600.8

CORING

14.6

24.6 586.2

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

24.6

FT.

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 930+35, R-41' (Offset 10 feet from original location)

WASHBORING

RAN 5.0


100% DWR

Water @ -2.0' On Completion


STRATUM DESCRIPTION

RQD= 90

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-43


5-512-90000-0001

RUN 3

608.8

610.8

600.8

600.8


2.0

October 6, 2008

CORING

600.8

586.2

10.0

10.0

10.0

10.0

14.6

24.6

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 4 5 9

A

ST REC 1.5

A

CORING

23.9

29.6 599.0

5.7

5.7 622.9

5.7 622.9

628.6

5.7 622.9

October 29, 2008

FT.

14.6

14.6

9.5

9.5

5.55.7

2.5

4.0

FT.

0.0

1.0

1.0

FT.

2.5

4.0

5.5

5.7

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.6


REC 4.8

RQD= 0.0

RUN 3

RAN 5.0

RUN 2

RAN 5.1

REC 5.0

RQD= 0.0

RQD= 0.0

RUN 1

RAN 3.8

REC 3.3

Limestone, sandy, light gray with open stained

solution vugs and vertical fractures

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

Limestone, sandy, light gray, variably stained with open,

stained solution vugs and vertical fractures

Limestone, sandy, light gray, variably stained

leached, weathered



Sand @ tip


STRATUM DESCRIPTION

reddish-brown with black nodules (Damp)(Medium Stiff)

Clay, sandy, silty, yellowish-brown/brown/

5.7

622.9

12.4

616.2

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-46


5-512-90000-0001

ST-1

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 29, 2008

CORING

622.9

599.0

5.7

5.7

5.7

5.7

23.9

29.6

616.2

628.6

622.9

622.9


12.4

RUN 4

RUN 5


WDS


B-46


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 80.0 Limestone, sandy, light gray with open, stained

5.7

622.9

STRATUM DESCRIPTION

solution vugs

Limestone, sandy, medium to light gray


100% DWL


SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 5.0

REC 5.0

RQD= 98.0

REMARKS:

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.6

FT.

19.6

24.6

29.6

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 3 4 4 8

A

ST No REC

SS 5 5 4 9

A

SS 4 5 7 12

A

SS 5 50/.2 50/.2

614.8

CORING

14.8

34.2 595.6

19.4

19.4 610.4

19.4 610.4

629.8

19.4 610.4

October 28, 2008

FT.

18.5

19.218.5

10.010.0

8.5

6.0

2.5

4.0

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

4.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


S-4

S-3

S-2

Sand (M), clayey, silty, reddish-brown

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

Missed sample @ 13.5'


SPT

VALUES


WASHBORING

Clay, very sandy, silty, reddish-brown (Moist)(Stiff)

(Medium Stiff)Clay, slightly silty, sandy, light brown/yellowish-brown

Granular Material (No Recovery)


STRATUM DESCRIPTION

(Moist)(Medium Stiff)Clay, silty, sandy, reddish-brown

19.4

610.4

15.0

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-47


5-512-90000-0001

(Moist)(Loose)


ST-1

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 28, 2008

CORING

610.4

595.6

19.4

19.4

19.4

19.4

14.8

34.2

15.0

629.8

610.4

610.4


RUN 1

RUN 2


WDS


B-47


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 4.5

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 37.5 Limestone, sandy, light gray with open, stained

614.8

19.4

610.4

STRATUM DESCRIPTION

solution vugs




SPT

VALUES


WASHBORING

RAN 4.8

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RAN 5.0


REC 5.0RQD= 96.0

RUN 3RAN 5.0REC 5.0

RQD= 100.0

REMARKS:

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.2

FT.

19.2

24.2

29.2

29.2

34.2

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 5 7 11 18

A

SS 7 7 10 17

ST REC 2.0

SS 2 2 2 4

SS 50/.2 50/.2

A

616.3

CORING

24.5

34.7 596.6

10.2

10.2 621.1

10.2 621.1

631.3

10.2 621.1

October 28, 2008

FT.

14.7

14.7

10.2

8.7

10.2

8.78.5

5.0

2.5

3.5

7.0

7.0

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

19.7


RAN 5.0REC 5.0

RQD= 0.0

RUN 2

REC 4.1RQD= 60.0

RUN 1RAN 4.5

S-3

S-4

ST-1

stained solution vugsLimestone, sandy, light gray with numerous open,

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES


WASHBORING

Limestone, sandy, light gray with open, stained solution vugs



Sand (M), clayey, silty, dark brown (Moist)(Very Loose)

DO #3 (Moist)(Loose)

(Damp)(Very Stiff)No Pocket Penetrometer due to rock at tip

Clay, slightly silty, sandy, mottled dark reddish-brown/yellowish-brown/black with black nodules


STRATUM DESCRIPTION

nodules (Dry)(Very Stiff)Clay, sandy, silty, dark reddish-brown with black

10.2

621.1

15.0

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-48


5-512-90000-0001

TOPSOIL

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

October 28, 2008

CORING

621.1

596.6

10.2

10.2

10.2

10.2

24.5

34.7

15.0

631.3

621.1

621.1


RUN 3


WDS


B-48


5-512-90000-0001

DEPTH

STRATUM

FROM

REC 5.0

SAMPLE

FT.

SAMPLE DEPTH

FT.

RQD= 28.0 Limestone, sandy, light gray with open, stained solution

616.3

10.2

621.1

STRATUM DESCRIPTION

vugs




SPT

VALUES


WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 4


RAN 5.0REC 5.0

RQD= 100.0

RUN 5RAN 5.0REC 5.0

RQD= 100.0

REMARKS:

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

24.7

FT.

19.7

24.7

29.7

29.7

34.7

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 5 6 11

A

SS 4 4 6 10

A

SS 4 4 5 9

A

SS 4 4 5 9

A

SS 2 4 4 8

A

SS 5 5 7 12

Clay, very sandy, silty, yellowish-brown

(Moist)(Stiff)

TOPSOIL


WDS


B-49


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Moist)(Stiff)

Clay, very sandy, silty, reddish-brown

21.4

610.3

21.4

610.3


Silt, clayey, sandy, reddish-brown with black nodules




SPT

VALUES

Station 926-45, Right 61'

WASHBORING

Clay, very sandy, dark reddish-brown /tan with numerous

black nodules (Moist)(Medium Dense)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.5

7.5

8.5

5.0

6.0

2.5

3.5

10.0

10.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

631.7

21.4 610.3

October 27, 2008

21.4

21.4 610.3

21.4 610.3

CORING

13.3

34.7 597.0

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

34.7

29.7

29.7

24.7

FT.

20.0

21.4

24.7

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

RQD= 100.0

RUN 3

RAN 5.0

REC 5.0

RAN 5.2

REC 5.2

RQD= 82.0


100% DWL

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 2


SPT

VALUES

Station 926-45, Right 61'

WASHBORING

Limestone, sandy, light to medium gray

solution vugs



solution vugs


21.4

610.3

STRATUM DESCRIPTION

21.4 RUN 1

RAN 3.3

DEPTH

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-49


5-512-90000-0001

REC 2.9

RQD= 54.5


610.3

631.7

610.3

610.3


21.4

October 27, 2008

CORING

610.3

597.0

21.4

21.4

21.4

21.4

13.3

34.7

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 4 3 3 6

A

ST REC 2.0'

SS 4 5 8 13

A

SS 4 6 7 13

A

SS 3 WT WT WT

A

SS 3 3 3 6

DO #4 (Free Water)(Loose)

TOPSOIL


WDS


B-50


5-512-90000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

nodules (Damp)(Medium Stiff)Clay, very silty, sandy, reddish-brown with black

Pocket Penetrometer 4.5+ TSF

Clay, sandy, silty, dark reddish-brown with blacknodules (Damp)(Stiff)

Clay, slightly silty, slightly sandy, yellowish-brownmottled reddish-brown/tan (Moist)(Stiff)


SPT

VALUES

Station 925+00, @ Centerline

WASHBORING

Sand (M), slightly silty, slightly clayey, dark reddish-brown (Moist)(Very Loose)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

ST-1

S-2

S-3

S-4

S-5

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

5.0

6.5

2.5

3.0

FT.

0.0

1.0

1.0

FT.

6.5

8.5

5.0

2.53.0

10.010.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

632.4

20.5 611.9

October 29, 2008

20.5

NA

NA

0.0

20.5 611.9

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


FT.

20.0 20.5

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

REMARKS:

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES


WASHBORING

Dry On Completion


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WDS


B-50


5-512-90000-0001


632.4

611.9


October 29, 2008

611.9

20.5

20.5

NA

NA

0.0

20.5

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 2 4 6

A

SS 4 9 9 18

A

0.0

6.0 628.9

6.0

NA

NA

634.9

6.0 628.9

October 29, 2008

FT.

5.0

6.0

2.5

3.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES


WASHBORING

Dry On Completion

Gravel


DO #1 to Gravel @ tip(Dry)(Very Stiff)


STRATUM DESCRIPTION


Clay, silty, slightly sandy, brown with black nodules

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-51


5-512-90000-0001

TOPSOIL/ORGANICS (CORN TILLAGE)

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 4 4 4 8

A

SS 3 3 6 9

A

SS 5 4 7 11

A

SS 2 4 5 9

0.0

10.0 628.2

10.0

NA

NA

638.2

NA

October 29, 2008

FT.

10.0

8.5

5.0

6.0

2.5

3.5

7.5

7.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

S-4

S-3

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES


WASHBORING

Dry On Completion


No Refusal @ 10.0'

(Moist)(Stiff)

Sand (M), silty, slightly clayey, yellowish-brown/gray

Clay, silty, sandy, reddish-brown

(Dry)(Medium Stiff)


STRATUM DESCRIPTION

(Poor Recovery)

Rock with Clay, silty, brown

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-52


5-512-90000-0001

TOPSOIL

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


A

SS 3 5 7 12

A

SS 3 3 3 6

A

SS 3 4 5 9

A

SS 3 3 4 7

A

SS 5 6 7 13

A

SS 50/0" 50/0"

CORING

25.0

43.7 578.8

18.7

18.7 603.8

18.7 603.8

622.5

18.7 603.8

February 6, 2009

FT.

18.518.7

15.0

18.5

18.7

13.5

15.0

13.5

10.010.0

8.5

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

0.41.0

0.4

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


S-6

S-5

S-4

S-3

Fractured Rock (Moist to Wet)(Hard)

Clay, fine sandy, slightly silty, reddish-brown(Moist)(Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES

Station 957+08.50, Left 80.84'

WASHBORING

Clay, slightly silty, reddish-brown(Moist)(Medium Stiff)

(Moist)(Medium Stiff)Clay, silty, reddish-brown

Clay, silty, reddish-brown(Moist)(Medium Stiff)


STRATUM DESCRIPTION

(Moist)(Stiff)Clay, silty, reddish-brown

20.8

601.7

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WWC


B-93


5-5129-0000-0001

Auger Refusal @ 18.7', Dry on CompletionBegin NQ Coring @ 18.7' 100% DWR

Asphalt, crushed stone


3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

REC 4.9RQD= 85.0

RUN 3RAN 5.0REC 3.9

RQD= 72.0

REC 3.0RQD= 50.0

REC 2.0RQD= 27.0

February 6, 2009

CORING

603.8

578.8

18.7

18.7

18.7

18.7

25.0

43.7

622.5

603.8

603.8


RUN 1

Limestone, gray with open stained leached

SAMPLE


WWC


B-93


5-5129-0000-0001

FT.

SAMPLE DEPTH

FT.

DEPTH

STRATUM

FROM

DWL @ 20.8'

bedding planes, vugs, and open cavity 20.8' to 21.9',

20.8

601.7

STRATUM DESCRIPTION

22.8' to 23.7'

Limestone, light gray with open stained diagonalfractures, solution vugs, part clay filled cavity 25.7' to

26.0', 26.1' to 26.2', and open cavity 23.7' to 25.7',26.7' to 27.1'

Limestone, gray to light gray with open stainedbedding planes, open stained diagonal fractures,

solution vugs, and open cavity 29.4' to 30.5'


SPT

VALUES

Station 957+08.50, Left 80.84'

WASHBORING

RAN 5.0

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

RUN 2RAN 5.0

Limestone, gray with open stained bedding planes,solution vugs, and weathered bedding planes

RAN 5.0RUN 4


22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0

23.7

FT.

23.7

28.7

28.7

33.7

38.7

38.7

33.7

3

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

43.7

FT.

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR


SPT

VALUES

Station 957+08.50, Left 80.84'

WASHBORING

RAN 5.0

100% DWLBoring Terminated @ 43.7'

vugs

20.8

601.7

STRATUM DESCRIPTION

RQD= 83.0

DEPTH

REC 5.0

STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WWC


B-93


5-5129-0000-0001

RUN 5Limestone, gray with open stained weathered

bedding planes, soft shale partings, and solution

622.5

603.8

603.8


February 6, 2009

CORING

603.8

578.8

18.7

18.7

18.7

18.7

25.0

43.7

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

A

SS 4 5 5 10

A

SS 6 7 6 13

A

SS 5 6 6 12

A

SS WT WT WT WT

A

0.0

12.2 610.9

12.2

NA

NA

623.1

12.2 610.9

January 19, 2009

FT.

12.2

10.0

10.0

8.5

5.0

6.0

2.5

3.5

7.5

7.5

8.5

FT.

0.0

0.1

1.0

0.1

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0


S-4

S-3

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


Dry on Completion


SPT

VALUES

Station 957+11.39, Left 30.25'

WASHBORING

Sand, very silty, brown

(Moist)(Very Loose)

Note: Very small recovery and rock ledge or cobble

at 10.5'

DO SS-2

Clay, sandy, silty, cherty, reddish-brown

(Moist)(Stiff)


STRATUM DESCRIPTION


Clay, silty, slightly cherty, reddish-brown

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


LS


B-94


5-5129-0000-0001

Asphalt

Clay

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

A

SS 3 5 3 8

A

SS 3 2 5 7

A

SS 7 12 12 24

A

SS 4 5 6 11

A

SS 6 8 8 16

A

SS WT WT WT WT

Clay, sandy, slightly silty, brown with trace rock

fragments (Moist)(Very Soft)

Topsoil, roots, vegetation, grass



WWC


B-95


5-5129-0000-0001

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Medium Stiff)

Clay, silty, brown

19.0

604.1

Clay, silty, brown

(Medium Stiff)

Clay, silty, fine sandy, brown

(Very Stiff)

Clay, silty, fine sandy, reddish-brown

(Moist)(Stiff)


SPT

VALUES

Station 956+61.19, Left 17.38'

WASHBORING

Clay, fine sandy, slightly silty, brown to light brown with

possible phophate trace (Very Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

S-4

S-5

S-6

REMARKS:

20.0


2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

0.3

1.0

0.3

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.0

10.0

8.5

13.5

18.5

13.5

15.0

FT.

18.5

15.0

623.1

25.8 597.3

January 16, 2009

25.8

NA

NA

0.0

25.8 597.3

2

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS WT WT WT WT

A

25.0

25.8

23.5

FT.

20.0

23.5

25.0

22.5

25.0

27.5

30.0

32.5

35.0

37.5

40.0


SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-7


SPT

VALUES

Station 956+61.19, Left 17.38'

WASHBORING


Water at 19.0' on Completion

Clay, sandy, brown with trace gravel

(Wet)(Very Soft)


STRATUM

FROM

SAMPLE

FT.

SAMPLE DEPTH

FT.


WWC


B-95


5-5129-0000-0001

604.1

623.1

597.3


19.0

January 16, 2009

CORING

597.3

25.8

25.8

NA

NA

25.8

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D


SS 2 3 3 6

A

SS 3 4 6 10

A

SS WT WT WT WT

TOPSOIL


WDS


B-101

TRI-STATE DRILLINGWS/MACK HATCHER PARKWAY NW

5-5129-0001-0000

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

2.0-2.5 Clay, silty, greenish-gray (Moist)(Medium Stiff)

1.0-2.0 Topsoil, Clay, silty, dark brown

Clay, slightly silty, mottled yellowish-brown/gray(Moist)(Stiff)

Clay, silty, brown (Moist)(Very Soft)(Poor Recovery)



SPT

VALUES

Station 833+00, @ Center Line

WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2

S-3

REMARKS: Boring backfilled to surface on completion with auger cuttings.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.01.0

FT.

7.5

5.0

6.0

2.5

3.5

FT.

649.7

7.5 642.2

May 18, 2009

7.5

NA

NA

0.0

7.5 642.2

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

A

SS 3 3 3 6

A

SS 4 5 6 11

A

SS 3 6 8 14

A

SS 4 9 9 18

A

SS 4 9 8 17

A

TOPSOIL


WDS


B-102


5-5129-0001-0000

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

(Damp)(Natural)(Medium Stiff)Clay, silty, sandy, brown with black nodules

Clay, slightly silty, sandy, reddish-brown with blacknodules (Moist)(Stiff)

Clay, slightly silty, slightly sandy, yellowish-brown withfew black nodules (Moist)(Stiff)

Clay, sandy, silty, yellowish-brown with black nodules(Moist)(Very Stiff)


SPT

VALUES

Station 829+00 @ Centerline

WASHBORING

Clay, slightly silty, sandy, mottled yellowish-brown/gray/ black (Moist)(Very Stiff)

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


S-3

S-4

S-5

REMARKS: Boring backfilled with auger cuttings on completion.

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

3.5

5.0

6.0

2.5

FT.

0.0

1.0

1.0

FT.

7.57.5

8.5

5.0

6.0

2.5

3.5

10.010.0

8.5

13.513.5

15.0

16.3

FT.

15.0

660.3

16.3 644.0

May 18, 2009

16.3

NA

NA

0.0

16.3 644.0

GEOTECHNICAL BRANCH LOG OF BORING B-102ANASHVILLE, TENNESSEE SHEET 1 OF 1

PROJECT WS/MACK HATCHER PARKWAY NW DRILLER TRI-STATE DRILLING

PROJECT NO. 5-5129-0000-0001 ON-SITE REP. WDS

BORING NO. / LOCATION Station 829+02, @ Centerline DRY ON COMPLETION ? YES

DATE May 18, 2009 SURFACE ELEV. 660.3 FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: DEPTH NA FT. ELEV. FT. COMPLETION: DEPTH FT.

SAMPLED 7.0 FT. ELEV. FT.

TOP OF ROCK DEPTH NA FT. ELEV. FT. AFTER 24 HRS. DEPTH FT.

BEGAN CORING DEPTH NA FT. ELEV. FT. ELEV. FT.

FOOTAGE CORED (LF) 0.0 FT. LDW AT: DEPTH FT.

BOTTOM OF HOLE DEPTH 7.0 FT. ELEV. 653.3 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING.

STRATUM SAMPLE DEPTH SAMPLE SPLE/CORE SPT

DEPTH FROM TO OR SAMPLE RECOV'D VALUES STRATUM DESCRIPTION

FT. FT. FT. RUN NO. TYPE (INCH.) 6" 6" 6" N0.0

2.5 Auger to 5.0'

A

5.05.0

5.0 Clay, silty, yellowish to reddish brown

ST-1 ST REC 2.0 Pocket Penetrometer 3.5 TSF7.0

7.5 Boring Terminated @ 7.0' Dry On Completion

10.0

12.5

15.0

17.5

20.0

REMARKS: Boring backfilled with auger cuttings on completion.

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

SS 2 4 5 9

A

SS 3 4 6 10

A

SS 4 2 4 6

A

0.0

8.5 638.0

8.5

NA

NA

646.5

8.5 638.0

May 18, 2009

FT.

5.0

6.0

2.5

3.5

7.57.5

8.5

FT.

0.0

1.0

1.0

FT.

2.5

3.5

5.0

6.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

REMARKS:

S-3

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

S-2


SPT

VALUES


WASHBORING

Auger Refusal @ 8.5'Water @ -6.5' On Completion

yellowish-brown with black nodules(Very Moist)(Medium Stiff)

Clay, slightly silty, sandy, dark gray mottled

Clay, slightly silty, sandy, dark gray mottled yellowish-brown with black nodules (Very Moist)(Stiff)


STRATUM DESCRIPTION

(Moist)(Stiff)Clay, slightly silty, sandy, dark gray

6.5

640.0

S-1

SAMPLESAMPLE DEPTH

DEPTH

STRATUM

FROM


WDS


B-103


5-5129-0001-0000

TOPSOIL/VEGETATION (Black)

1

PROJECT DRILLER



DATE FT.








SPLE/CORE

SAMPLE RECOV'D

TYPE (INCH.) 6" 6" 6" N

SS 6 50/.3 50/.3

A

ORGANICS

Organics/gravel (Saturated)


WDS


B-104


5-5129-0001-0000

SAMPLE DEPTH

DEPTH

STRATUM

FROM

S-1

SAMPLE


STRATUM DESCRIPTION

1.9

648.1

Auger Refusal @ 3.0'Water @ -1.9' On Completion


SPT

VALUES


WASHBORING

SURFACE ELEV.

RUN NO.

POWER AUGERING

TO OR

REMARKS:

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

1.8

FT.

0.0

1.0

1.0

FT.

1.8

3.0

FT.

650.0

3.0 647.0

May 18, 2009

3.0

NA

NA

0.0

3.0 647.0

Proposed SR 397 Mack Hatecher Parkway Bridge Report Franklin, Tennessee File No. 5-5129-0000-0001 Appendix

APPENDIX 4

LABORATORY TEST RESULTS

Laboratory Summary Sheet

Laboratory Test Reports

erg Limits

AMEC GEOTECHNICAL AND CONSTRUCTION MATERIALS LABORATORY5211 Linbar Drive, Suite 513, Nashville, Tennessee 37211

Telephone: 615/831-9202 Fax: 615/831-9516

SUMMARY OF LABORATORY TEST RESULTS PAGE 1 OF 1

PROJECT: Mack Hatcher ParkwayPROCTOR Atterb PROJECT NO.: 5-512-90000-0001

DATE: March 17, 2011Natural Dry Unified Other

Boring Sample Sample Depth Moisture MOIST. DENSITY Liquid Plasticity Soil/ AASHTO Test SOIL DESCRIPTIONNo. No. Type * ( Ft. ) ( % ) ( % ) ( PCF) Limit Index Classification **

COMPOSITEB-1, B-2, B-3

TP-6

/ COMPOS

E/ TP-6IT

B 1.0-12.0 - 16.9 109.2 33 16 CL/A-6(9) S,CBR Clay-silty,reddish-brown

B-46 ST-1 ST 4.0-5.5 30.4 - - 38 18 SC/A-6(2) S,U Sand-clayey, yellowish-brown reddish-brown

B-48 ST-1 ST 5.5-6.0 33.6 - - 50 24 CH/A-7-6(14) S,U Clay-silty, yellowish-brown

B-50 ST-1 ST 3.5-4.0 23.1 - - 39 11 GM/A-2-6(0) S,U Gravel-silty, sandy, clayey, yellowish-brown

B-53 TP-1 B 1.0-2.5 35.5 22.1 98.2 53 22 GM/A-7-5(5) S,CBR Gravel-silty, sandy, yellowish-brown

B-53 S-2 SS 3.5-5.0 32.5 - - 58 28 - - Clayey-slightly sandy, yellowish-brown

B-58 TP-2 B 1.0-2.5 20.1 17.5 107.5 34 14 CL/A-6(13) S,CBR Clay-very silty, reddish-brown

B-61 S-1 S 1.0-2.5 26.3 - - 45 19 - - Clay-silty, reddish-brown

B-62 TP-3 B 3.5-7.5 35.9 25.3 95.9 64 33 CH/A-7-5(27) S,CBRClay-slightly silty, sandy, reddish-brown to yellowish-brown

B-63 TP-4 B 1.0-5.0 22.3 27 92.4 50 26 CH/A-7-6(19) S,CBRClay-slightly silty, slightly sandy, reddish-brown, to yellowish-brown

B-66 TP-5 B 1.0-5.0 23.3 21.2 100.3 42 20 CL/A-7-6(20) S,CBR Clay-silty, reddish-brown

B-66 S-3&S-4 SS 6.0-10.0 39.4 - - 75 39 - - Clay-slightly silty, reddish-brown

B-102 S-1 SS 1.0-2.5 23.5 - - - - - - Clay, silty, sandy, brown with black nodules

B-102 S-2 SS 3.5-5.0 29.3 - - - - - -Clay, slightly silty, sandy, reddish-brown with black nodules

B-102 S-3 SS 6.0-7.5 32.4 - - - - - -Clay, slightly silty, slightly sandy, yellowish-brown with few black nodules

B-102A ST-1 ST 5.0-7.0 15.1 - - 50.3 25.6 CH/ A-7-6(24) C, D, S Clay, silty, yellowish to reddish-brown

B-103 S-1 SS 1.0-2.5 24.0 - - - - - - Clay, slightly silty, sandy, dark gray

B-103 S-2 SS 3.5-5.0 26.3 - - - - - -Clay, slightly silty, sandy, dark gray mottled yellowish-brown with black nodules

* ST-SHELBY TUBE, SS-SPLIT SPOON / SPLIT-BARREL SAMPLER, B-BAG / BULK, C-CORE

**C- Consolidation Test P-Permeability SD-Slake Durability S-Sieve or Grain Size Analysis D-Direct Shear A/B-Acid/Base Accounting U-Unconfined Compression Test T-Triaxial Compression Test R-Relative Density CBR-California Bearing Ratio DATA CHECKED BY JWR III SL-Shrinkage Limits H-Hydrometer

Project:

Remarks:Client:Project No.

%<#200%<#40PIPLLLMATERIAL DESCRIPTION

LIQUID AND PLASTIC LIMITS TEST REPORT

Source: Composite Sample No.: bulk

Plate

LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND

CONSTRUCTION MATERIALS LABORATORY

USCS

comp.1

Wilbur Smith Associates 5-512-

CL7193161733Clay, silty, reddish-brown

AASHTO classification A-6(9) Mack Hatcher Parkway

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

(X=NO)PERCENTFINERSIZE

PASS?SPEC.*PERCENTSIEVE

Project No:

Project:Client:

Elev./Depth:Location:Date:Source of Sample:Sample No.:

Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=

Particle Size Distribution Report

10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm

% COBBLES % GRAVEL % SAND % SILT % CLAY

6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

28 71

Plate 5-512-90000-0001

Mack Hatcher ParkwayWilbur Smith Associates

2-24-09Compositebulk

A-6(9)CL

0.195

163317


(no specification provided)

AMEC GEOTECHNICALAND CONSTRUCTION

MATERIALS LABORATORY composite

99979371

#4#10#40

#200

Test specification:

Project:Remarks:Client:Project No.

MATERIAL DESCRIPTION

No.200Moist.AASHTOUSCSDepth% <% >

PILLSp.G.Nat.ClassificationElev/

COMPACTION TEST REPORTD

ry d

ensi

ty, p

cf

Water content, %

102

104

106

108

110

112

12 14 16 18 20 22 24

ZAV forSp.G. =2.65

TP-6

composited from TP-6 AASHTO classificatio A-6(9)



7111633A-6(9)CL

ASTM D 698-78 Method A Standard

Mack Hatcher Parkway

Plate

COMPACTION TEST REPORTAMEC GEOTECHNICAL AND


Location: TP-6 composite

TEST RESULTS

No.4

Optimum moisture = 16.9 %

Maximum dry density = 109.2 pcf

AMEC GEOTECHNICAL AND CONSTRUCTION MATERIALS LABORATORY5211 Linbar Drive, Suite 513, Nashville, Tennessee 37211 -

Telephone: 615-831-9202 Fax: 615-831-9516

ASTM D1883 - STANDARD METHOD FOR CBR (CALIFORNIA BEARING RATIO) OF LABORATORY-COMPACTED SOILS

Project No: Test Description/Remarks:Project:Location:Date:

Specimen / PRE-TEST POST-TEST CBR, (%) Line SwellMark Density % max Moist. (%) Density % max Moist. (%) 0.1" 0.2" corr. (%)

1 108.9 99.7 16.5 107.6 98.5 17.9% 6.2 5.1 0.000 15.0 0.002 103.5 94.8 16.5 101.1 92.6 19.3% 3.3 3.0 0.000 15.0 0.003 98.2 89.9 16.5 95.6 87.5 19.6% 2.5 2.3 0.000 15.0 0.00

MATERIAL DESCRIPTION USCS MAX.DENS. OPT. M% LL PIClay, silty, reddish-brown CL 109.2 16.9 33 16

CBR @ 95.0% = 3.4for 0.1 in. penetration

Fig. No. TP-6

5-5129-0000-0001

March 10, 2009Williamson Co. TNMack Hatcher Parkway SAMPLES COMPACTED TO APPROXIMATELY

90, 95 & 100% COMPACTION AND NEAR OPTIMUM MOISTURE CONTENT

Load Penetration Curve

0.0

35.0

70.0

105.0

140.0

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Penetration (in.)

Str

ess

(psi

)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

96.0 98.0 100.0 102.0 104.0 106.0 108.0 110.0

Molded Density, pcf

CB

R, %

Sand, clayey, yellowish-brown to reddish- brown 38 20 18 77.9 38.0 SC

5-512- Wilbur Smith Associates

,B-46 ST

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

Project No. Client: Remarks:

Project:

AMEC Earth & Environmental, Inc.

Nashville, TN Figure

Source of Sample: B-46 Depth: 4.0'-5.5' Sample Number: ST

PLA

STI

CIT

Y IN

DE

X

0

10

20

30

40

50

60

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

CL-ML

CL or OL

CH or OH

ML or OL MH or OH


4

7


AASHTO classification A-6(2)



Nashville, TN

11-6-08

,B-46 ST


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sand, clayey, yellowish-brown to reddish- brown.375#4

#10#40

#200

100.098.795.877.938.0 20 38 18

0.9856 0.6625 0.18190.1205

SC A-6(2)

Wilbur Smith Associates Mack Hatcher Parkway

5-512-90001-0000

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: B-46 Depth: 4.0'-5.5'Sample Number: ST 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

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% GravelFine Coarse Medium

% SandFine Silt

% FinesClay

0.0 0.0 1.3 2.9 17.9 39.9 38.0

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


Clay, silty, yellowish-brown 50 26 24 86.9 63.2 CH


,B-48 ST



Project:



Source of Sample: B-48 Depth: 5.5-6.0 Sample Number: ST

PLA

STI

CIT

Y IN

DE

X

0

10

20

30

40

50

60

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

CL-ML

CL or OL

CH or OH

ML or OL MH or OH


4

7


AASHTO classification A-7-6(14)



Nashville, TN

11-6-08

,B-48 ST


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Clay, silty, yellowish-brown#4

#10#40

#200

100.097.886.963.2 26 50 24

0.5821 0.3586

CH A-7-6(14)


5-512-90001-0000


Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: B-48 Depth: 5.5-6.0Sample Number: ST Date:

Client:Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse


% SandFine Silt

% FinesClay

0.0 0.0 0.0 2.2 10.9 23.7 63.2

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


Gravel, silty, sandy, clayey, reddish-brown with abundantmineral concreteions 39 27 12 34.6 29.5 GM


,B-50 ST



Project:



Source of Sample: B-50 Depth: 3.5'-4.0' Sample Number: ST

PLA

STI

CIT

Y IN

DE

X

0

10

20

30

40

50

60

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

CL-ML

CL or OL

CH or OH

ML or OL MH or OH


4

7


AASHTO classification A-2-6(0)



Nashville, TN

11-06-08

,B-50 ST


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Gravel, silty, sandy, clayey, reddish-brown with abundantmineral concreteions1

.75.5

.375#4

#10#40

#200

100.094.679.666.352.543.334.629.5

27 39 12

16.3731 14.3618 7.80723.7727 0.0916

GM A-2-6(0)


5-512-90001-0000


Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: B-50 Depth: 3.5'-4.0'Sample Number: ST Date:

Client:Project:

Project No: Figure



PE

RC

EN

T FI

NE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse


% SandFine Silt

% FinesClay

0.0 5.4 42.1 9.2 8.7 5.1 29.5

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


Project:




Source: B-53 Sample No.: S-1 Elev./Depth: 1.0'-2.5'

Plate



USCS

TP-1


GM4146223153Gravel,silty, sandy, yellowish-brown

AASHTO classification Mack Hatcher Parkway A-7-5(5)

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or OL

CH or OH

ML or OL MH or OH




Project No:

Project:Client:


Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm


6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

3 39 17 41

Plate 5-512-90000-0001


1.0'-2.5'12-17-08B-53S-1

A-7-5(5)GM

0.9595.4136.5

225331

Gravel,silty, sandy, yellowish-brown



MATERIALS LABORATORY B-53

1009179767058534641

4.0 in.2.0 in.1.0 in..75 in.

.375 in.#4

#10#40

#200

Test specification:






ry d

ensi

ty, p

cf

Water content, %

91

93

95

97

99

101

16 18 20 22 24 26 28

ZAV forSp.G. =2.65

TP-1


Gravel,silty with sand

4142225335.5A-7-5(5)GM1.0'-2.5'



Plate




TEST RESULTS

No.4




Telephone: 615-831-9202 Fax: 615-831-9516




1 88.3 89.9 22.1 87.8 89.4 22.7% 3.6 3.0 0.000 15.0 0.002 93.1 94.8 22.1 91.8 93.5 23.8% 6.4 5.1 0.020 15.0 0.003 98.1 99.9 22.1 95.6 97.4 25.2% 9.8 8.1 0.000 15.0 0.00

MATERIAL DESCRIPTION USCS MAX.DENS. OPT. M% LL PIGravel, silty, sandy, yellowish-brown 98.2 22.1


Fig. No. TP-1

Williamson Co. TNMack Hatcher Parkway SAMPLES COMPACTED TO APPROXIMATELY


5-512-90000-0001

December 29, 2008


0.0

35.0

70.0

105.0

140.0

175.0

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Penetration (in.)

Str

ess

(psi

)

0.0

2.0

4.0

6.0

8.0

10.0

12.0

86.0 88.0 90.0 92.0 94.0 96.0 98.0 100.0

Molded Density, pcf

CB

R, %

SOIL DATA

(%)(%)(%)(%)INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLENATURAL

SOURCESYMBOL

Project No.:

Project:Client:


(ft.)USCS

B53 S2 5-512-90000-0001


2858303.5'-5.0'S-2B-53

Plate



MATERIALS LABORATORY

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or O

L

CH or O

HML or OL MH or OH


Project:





Plate



USCS

B-58 S1


CL9498142034Clay, very silty, reddish-brown

AASHTO classification Mack Hatcher Parkway A-6(13)

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or OL

CH or OH

ML or OL MH or OH




Project No:

Project:Client:


Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm


6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

0 0 6 94

Plate 5-512-90000-0001


1.0'-2.5'12-17-08B-58S-1

A-6(13)CL

143420

Clay, very silty, reddish-brown




100100

9894

#4#10#40

#200

Test specification:






ry d

ensi

ty, p

cf

Water content, %

100

102

104

106

108

110

12 14 16 18 20 22 24

ZAV forSp.G. =2.65

TP-2


Clay, very silty, reddish-brown



Plate



Source: TP-2 Sample No.: bulk

TEST RESULTS

No.4




Telephone: 615-831-9202 Fax: 615-831-9516




1 106.8 99.3 17.0 105.9 98.5 18.1% 10.7 9.5 0.000 15.0 0.002 102.0 94.9 17.0 99.6 92.7 19.8% 4.6 4.0 0.000 15.0 0.003 96.6 89.9 17.0 93.1 86.6 21.4% 2.9 2.2 0.000 15.0 0.00

MATERIAL DESCRIPTION USCS MAX.DENS. OPT. M% LL PIClay, very silty, reddish-brown 107.5 17.5


Fig. No. TP-2

5-512-90000-0001

December 29, 2008Williamson Co. TNMack Hatcher Parkway SAMPLES COMPACTED TO APPROXIMATELY



0.0

35.0

70.0

105.0

140.0

175.0

210.0

245.0

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Penetration (in.)

Str

ess

(psi

)

0.0

2.0

4.0

6.0

8.0

10.0

12.0

96.0 98.0 100.0 102.0 104.0 106.0 108.0

Molded Density, pcf

CB

R, %

SOIL DATA



SOURCESYMBOL

Project No.:

Project:Client:


(ft.)USCS

B61 S1 5-512-90000-0001


1945261.0'-2.5'S-1B-61

Plate




10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or O

L

CH or O

HML or OL MH or OH


Project:




Source: B-62 Sample No.: S-2 and S-3 Elev./Depth: 3.5'-7.5'

Plate



USCS

B62 S3+4


CH7686333164Clay, slightly sandy, reddish-brown to yellowish-brown

AASHTO classification Mack Hatcher ParkwayA-7-5(27)

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or OL

CH or OH

ML or OL MH or OH




Project No:

Project:Client:


Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm


6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

0 1 23 76

Plate 5-512-90000-0001


3.5'-7.5'12-17-08B-62S-2 and S-3

A-7-5(27)CH

0.365

336431

Clay, slightly sandy, reddish-brown to yellowish-brown




10099968676

.375 in.#4

#10#40

#200

Test specification:






ry d

ensi

ty, p

cf

Water content, %

90

92

94

96

98

100

20 22 24 26 28 30 32

ZAV forSp.G. =2.65

TP-3


Clay, slightly silty, reddish-brown toyellowish-brown

761336435.9A-7-5(27)CH3.5'-7.5'



Plate



Source: B-62 Sample No.: S-2 and S-3Elev./Depth: 3.5'-7.5'

TEST RESULTS

No.4




Telephone: 615-831-9202 Fax: 615-831-9516




1 95.9 100.0 25.3 96.4 100.5 24.5% 9.1 7.0 0.000 15.0 0.002 90.9 94.8 25.3 90.7 94.6 25.6% 5.4 4.7 0.000 15.0 0.003 86.2 89.9 25.3 85.5 89.2 26.2% 3.6 3.2 0.000 15.0 0.00

MATERIAL DESCRIPTION USCS MAX.DENS. OPT. M% LL PIClay, slightly sandy, reddish-brown to yellowish-brown 95.9 25.3


Fig. No. TP-3

SAMPLES COMPACTED TO APPROXIMATELY 90, 95 & 100% COMPACTION AND NEAR OPTIMUM MOISTURE CONTENT

5-512-90000-0001

January 14, 2009Williamson Co. TNMack Hatcher Parkway


0.0

35.0

70.0

105.0

140.0

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Penetration (in.)

Str

ess

(psi

)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

84.0 86.0 88.0 90.0 92.0 94.0 96.0 98.0

Molded Density, pcf

CB

R, %

Project:





Plate



USCS

B63 S1+2


CH7486262450Clay, slightly sandy, slightly silty, reddish-brown toyellowish-brown

AASHTO classification Mack Hatcher ParkwayA-7-6(19)

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or OL

CH or OH

ML or OL MH or OH




Project No:

Project:Client:


Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm


6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

0 6 20 74

Plate 5-512-90000-0001


1.0'-5.0'12-16-08B-63S-1 and S-2

TP-4

A-7-6(19)CH

0.357

265024

Clay, slightly sandy, slightly silty, reddish-brown to yellowish-brown




1009794928674

.75 in..375 in.

#4#10#40

#200

Test specification:






ry d

ensi

ty, p

cf

Water content, %

85

87

89

91

93

95

13 18 23 28 33 38 43

ZAV forSp.G. =2.65

TP-4


Clay, silty, reddish-brown to yellowish- brown

746265022.3A-7-6(19)CH1.0'-5.0'



Plate




TEST RESULTS

No.4




Telephone: 615-831-9202 Fax: 615-831-9516




1 92.3 99.9 27.1 91.2 98.7 28.7% 3.7 3.1 0.000 15.0 0.002 87.6 94.8 27.1 85.2 92.2 30.7% 2.1 2.1 0.020 15.0 -0.013 83.1 89.9 27.1 79.5 86.0 32.7% 1.1 1.3 0.000 15.0 0.00

MATERIAL DESCRIPTION USCS MAX.DENS. OPT. M% LL PIClay, slightly sandy, slightly silty, reddish-brown to yellowish-brown 92.4 27


Fig. No. TP-4

5-512-90000-0001




0.0

35.0

70.0

105.0

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Penetration (in.)

Str

ess

(psi

)

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

82.0 84.0 86.0 88.0 90.0 92.0 94.0

Molded Density, pcf

CB

R, %

Project:





Plate



USCS

B66 S1+2


CL9296202242Clay, silty, reddish-brown

AASHTO classification Mack Hatcher Parkway A-7-6(20)

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or OL

CH or OH

ML or OL MH or OH




Project No:

Project:Client:


Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm


6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

0 0 8 92

Plate 5-512-90000-0001


1.0'-5.0'12-16-08B-66S-1 and S-2

A-7-6(20)CL

204222




MATERIALS LABORATORY B-66 S-1

100100

999692

.375 in.#4

#10#40

#200

Test specification:






ry d

ensi

ty, p

cf

Water content, %

93

95

97

99

101

103

16 18 20 22 24 26 28

ZAV forSp.G. =2.65

TP-5



920204223.3A-7-6(20)CL1.0'-5.0'



Plate




TEST RESULTS

No.4




Telephone: 615-831-9202 Fax: 615-831-9516




1 99.9 99.6 21.3 99.2 98.9 22.2% 10.7 8.2 0.000 15.0 0.002 95.1 94.8 21.3 93.3 93.0 23.7% 5.6 5.1 0.020 15.0 0.003 90.2 89.9 21.3 88.1 87.8 24.2% 3.8 3.8 0.000 15.0 0.00

MATERIAL DESCRIPTION USCS MAX.DENS. OPT. M% LL PIClay, silty, yellowish-brown 100.3 21.2


Fig. No. TP-5

5-512-90000-0001




0.0

35.0

70.0

105.0

140.0

175.0

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

Penetration (in.)

Str

ess

(psi

)

0.0

2.0

4.0

6.0

8.0

10.0

12.0

88.0 90.0 92.0 94.0 96.0 98.0 100.0 102.0

Molded Density, pcf

CB

R, %

SOIL DATA



SOURCESYMBOL

Project No.:

Project:Client:


(ft.)USCS

B66 S3+4 5-512-90000-0001


3975366.0'-10.0'S-3 and S-4B-66

Plate




10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

4

7CL-ML

CL or O

L

CH or O

HML or OL MH or OH




Project No:

Project:Client:


Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

*

AASHTO=USCS=

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

PI=LL=PL=


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001500GRAIN SIZE - mm


6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

0.0 0.1 11.7 88.2

Plate 5-512-90001-0000


5.0'-7.0'7-31-09B-102AST-1

A-7-6(24)CH

25.650.324.7

Clay, slightly silty, yellowish-brown



MATERIALS LABORATORY B-102A

100.099.999.093.088.2

.375 in.#4

#10#40

#200

Project:




Source: B-102A Sample No.: ST-1 Elev./Depth: 5.0'-7.0'

Plate



AASHTO

B-102A


A-7-6(24)88.293.025.624.750.3Clay, slightly silty, yellowish-brown

natural moisture content = 28.3% Mack Hatcher Parkway

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60

PLA

STI

CIT

Y IN

DE

X

PI=L

L-30

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

%Gr.Moist.Sat.eo

Swell Press.CcPcOverburdenSp.PILLDry Dens.Natural


AASHTOUSCSMATERIAL DESCRIPTION

CONSOLIDATION TEST REPORT

.1 .2 .5 1 2 5 10 20 509

8

7

6

5

4

3

2

1

0

-1P

erce

nt S

train

Applied Pressure - tsf

(tsf)(tsf)(tsf)(pcf)SwellCr



A-7-6(24)CHClay, slightly silty, yellowish-brown

0.5450.010.092.35213.402.6525.650.3107.015.1 %73.5 %

Plate

CONSOLIDATION TEST REPORTAMEC GEOTECHNICAL AND


Source: B-102A Sample No.: ST-1 Elev./Depth: 5.0'-7.0'

bridge report sr 397 (mack hatcher … report. sr 397 (mack hatcher. parkway) from sr 106 to ....

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