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
DRAFT
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
DRAFT
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
DRAFT
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
DRAFT
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 ****
DRAFT
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 2
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 3
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 4
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 5
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 6
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,
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 7
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 8
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000 Page 9
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 10
Table 1 Anticipated Foundation Bearing Elevations S
tru
ctu
re (
Ben
t/
Ab
utm
en
t)
Cen
terl
ine
Sta
tio
n
Off
set
Dri
ll A
t A
ctu
al P
ier
Lo
cati
on
Pri
or
to
Co
ns
tru
cti
on
Perm
an
en
t C
asin
g
Req
uir
ed
Based
on
Cu
rren
t D
rillin
g
Pro
jecte
d L
en
gth
of
Perm
an
en
t C
asin
g
Based
on
Cu
rren
t
Dri
llin
g
Pre
-Dri
lled
H-P
ile S
ha
ft
Need
s C
asin
g
Pro
jecte
d L
en
gth
of
Perm
an
en
t C
asin
g F
or
H-P
ile,
Based
on
C
urr
en
t D
rillin
g
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 15 L 949+70 38’ L NO YES 40’ YES 40’ B-16 575.3 570.3
BENT 15 R 948+90 41’ R NO NO NA NO NA B-17 592.7 587.7
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 11
Str
uctu
re (
Ben
t/
Ab
utm
en
t)
Cen
terl
ine
Sta
tio
n
Off
set
Dri
ll A
t A
ctu
al P
ier
Lo
cati
on
Pri
or
to
Co
ns
tru
cti
on
Perm
an
en
t C
asin
g
Req
uir
ed
Based
on
Cu
rren
t D
rillin
g
Pro
jecte
d L
en
gth
of
Perm
an
en
t C
asin
g
Based
on
Cu
rren
t
Dri
llin
g
Pre
-Dri
lled
H-P
ile S
ha
ft
Need
s C
asin
g
Pro
jecte
d L
en
gth
of
Perm
an
en
t C
asin
g F
or
H-P
ile,
Based
on
C
urr
en
t D
rillin
g
Sound Rock Elevation *Anticipated Drilled Pier Bearing Elevation (with min 5 foot rock socket)
Boring Depth
(Elevation) South Bridge
North Bridge
***
BENT 12 R 943+33.50 41’ R NO NO NA NO NA B-23 587.8 582.8
BENT 11 L 942+65 38’ L NO YES 15’ YES 15’ B-24 599.9 594.9
BENT 11 R 941+97 41’ R NO YES 25’ YES 25’ B-25 601.1 596.1
BENT 10 L 941+22.50 38’ L NO YES 30’ YES 30’ B-26 587.9 582.9
BENT 10 R 940+60.50 41’ R NO YES 25’ YES 25’ B-27 597.6 592.6
BENT 9 L 939+80 38’ L NO YES 20’ YES 20’ B-28 603.2 598.2
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 8 R 937+87.50 41’ R NO NO NA NO NA B-31 602.9 597.9
BENT 7 L 936+95 38’ L NO NO NA NO NA B-32 589.1 584.1
BENT 7 R 936+51 41’ R NO NO NA NO NA B-33 590.0 585.0
BENT 6 L 935+52.50 38’ L NO NO NA NO NA B-34 586.6 581.6
BENT 6 R 935+14.50 41’ R NO NO NA NO NA B-35 589.3 584.3
BENT 5 L 934+10 38’ L NO NO NA NO NA B-36 601.4 596.4
BENT 5 R 933+78 41’ R NO NO NA NO NA B-37 596.0 591.0
BENT 4 L 923+67.50 38’ L NO YES 20’ YES 20’ B-38 590.7 585.7
BENT 4 R 932+41.50 41’ R NO NO NA NO NA B-39 601.3 599.3
BENT 3 L 931+25 38’ L NO NO NA NO NA B-40 589.1 584.1
BENT 3 R 931+05 41’ R NO NO NA NO NA B-41 587.5 582.5
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 12
Str
uctu
re (
Ben
t/
Ab
utm
en
t)
Cen
terl
ine
Sta
tio
n
Off
set
Dri
ll A
t A
ctu
al P
ier
Lo
cati
on
Pri
or
to
Co
ns
tru
cti
on
Perm
an
en
t C
asin
g
Req
uir
ed
Based
on
Cu
rren
t D
rillin
g
Pro
jecte
d L
en
gth
of
Perm
an
en
t C
asin
g
Based
on
Cu
rren
t
Dri
llin
g
Pre
-Dri
lled
H-P
ile S
ha
ft
Need
s C
asin
g
Pro
jecte
d L
en
gth
of
Perm
an
en
t C
asin
g F
or
H-P
ile,
Based
on
C
urr
en
t D
rillin
g
Sound Rock Elevation *Anticipated Drilled Pier Bearing Elevation (with min 5 foot rock socket)
Boring Depth
(Elevation) South Bridge
North Bridge
***
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 13
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 14
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 15
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 16
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 17
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
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 18
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.
DRAFT
Proposed Mack Hatcher Parkway Bridge and Approaches Franklin, Tennessee File No. 5-5129-0000-0001 Page 19
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.
DRAFT
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
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" 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
REMARKS: Boring backfilled after completion.
S-3
S-3
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Dry on Completion
DRY ON COMPLETION ? YES
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)
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-2
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
Topsoil, roots, vegetation, grass
Clay, silty, brown
2
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 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 1 OF
B-3
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
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" NA
FT.
20.021.1
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
REMARKS: Boring backfilled after completion.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? NO
SPT
VALUES
Station 956+14.83, Right 2.12'
WASHBORING
Water at 18.5' on Completion
STRATUM DESCRIPTION
Auger Refusal @ 21.1'
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 2 OF
B-3
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
604.5
623.0
601.9
WATER LEVEL DATA (IF APPLICABLE)
18.5
January 16, 2009
601.9
21.1
21.1
NA
NA
21.1
4
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-4
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
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
10.010.0
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
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" 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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-4
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
621.3
595.2
595.2
WATER LEVEL DATA (IF APPLICABLE)
February 4, 2009
CORING
595.2
556.3
26.1
26.1
26.1
26.1
38.9
65.0
4
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" 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
WATER LEVEL DATA (IF APPLICABLE)
41.5
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 3 OF
B-4
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 954+57.97, Left 39.16'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
Limestone, dark gray, weathered
RUN 3RAN 15.8REC 3.0
RQD= 10.7
RUN 4RAN 7.7REC 2.7
RQD= 0.0
REMARKS: Continued on Page 4.
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
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" 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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 954+57.97, Left 39.16'
WASHBORING
Boring Terminated @ 65.0' 100% DWL
26.1
595.2
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 4 OF
B-4
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
621.3
595.2
595.2
WATER LEVEL DATA (IF APPLICABLE)
February 4, 2009
CORING
595.2
556.3
26.1
26.1
26.1
26.1
38.9
65.0
4
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
LS
LOG OF BORINGSHEET 1 OF
B-5
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 955+08.36, Right 5.29'
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
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
10.010.0
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
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" 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
REMARKS: Continued on Page 3.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 955+08.36, Right 5.29'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
MACK HATCHER PARKWAY
5-5129-0000-0001
599.7
558.7
19.5
19.5
LS
LOG OF BORINGSHEET 2 OF
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
WATER LEVEL DATA (IF APPLICABLE)
SURFACE ELEV.January 19, 2009
602.5
599.722.3
22.3
4
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" 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
WATER LEVEL DATA (IF APPLICABLE)
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
LS
LOG OF BORINGSHEET 3 OF
B-5
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 955+08.36, Right 5.29'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
Limestone, light gray to medium gray withsome open stained diagonal fractures
RUN 3RAN 10.0REC 2.4
RQD= 5.0
RUN 4RAN 10.0REC 7.7
RQD = 51.0
REMARKS: Continued on Page 4.
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
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" N
63.3
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 955+08.36, Right 5.29'
WASHBORING
Boring Terminated @ 63.3'100% DWL
22.3
599.7
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
LS
LOG OF BORINGSHEET 4 OF
B-5
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
622.0
602.5
599.7
WATER LEVEL DATA (IF APPLICABLE)
January 19, 2009
CORING
599.7
558.7
19.5
19.5
22.3
22.3
41.0
63.3
4
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" NA
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
DRY ON COMPLETION ? No
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)Clay, silty, brown
25.4
596.4
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-6
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
Clay, very sandy, brown to dark brown(Moist)(VerySoft)
TOPSOIL
4
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" 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
WATER LEVEL DATA (IF APPLICABLE)
S-7
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-6
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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'
DRY ON COMPLETION ? No
SPT
VALUES
Station 954+4565, Right 8.88
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'
RUN 1RAN 10.3REC 8.4
RQD= 63.0
RUN 2RAN 6.2REC 5.0
RQD= 56.4
REMARKS: Continued on Page 3.
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
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" 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
REMARKS: Continued on Page 4.
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
DRY ON COMPLETION ? No
SPT
VALUES
Station 954+4565, Right 8.88
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 3 OF
B-6
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
WATER LEVEL DATA (IF APPLICABLE)
596.4
558.1
25.4
25.4
25.4
25.4
38.3
63.7
596.4
596.4
4
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" 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
WATER LEVEL DATA (IF APPLICABLE)
Limestone, gray to dark gray with open leachedbedding planes
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 4 OF
B-6
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? No
SPT
VALUES
Station 954+4565, Right 8.88
WASHBORING
RUN 5
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Boring backfilled and grouted after completion.
62.5
65.0
67.5
70.0
72.5
75.0
77.5
80.0
FT.
63.4
2
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-7
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)
Clay, silty, brown
6.0
616.1
Clay, very silty, brown
(Moist)(Stiff)
Clay, silty, sandy, brown
(Moist)(Medium Stiff)
Clay, very silty, brown
(Moist)(Stiff)
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
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" 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
REMARKS: Boring backfilled and grouted after completion.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 954+14.23, Right 63.59
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 DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-7
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
616.1
622.1
595.1
WATER LEVEL DATA (IF APPLICABLE)
6.0
January 23, 2009
CORING
585.1
27.0
27.0
27.0
27.0
10.0
37.0
3
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-8A
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
DRY ON COMPLETION ? NO
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
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
10.010.0
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
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" 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
REMARKS: Continued on Page 3.
RAN 10.0REC 4.0
RQD= 13.0
RUN 3
RUN 2RAN 10.0REC 3.6
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
DRY ON COMPLETION ? NO
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 DESCRIPTIONDEPTH
STRATUM
FROM
FT.
SAMPLE
FT.
SAMPLE DEPTH
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-8A
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
622.4
598.3
598.3
WATER LEVEL DATA (IF APPLICABLE)
January 22, 2009
CORING
598.3
577.8
24.1
24.1
24.1
24.1
20.5
44.6
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 3 OF
B-8A
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
24.6
597.8
STRATUM DESCRIPTION
Boring Terminated @ 44.6'100% DWL
DRY ON COMPLETION ? NO
SPT
VALUES
Station 953+57.11, Left 21.33
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Boring backfilled and grouted after completion.
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
FT.
44.6
3
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" N
A
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-8B
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
Auger to 28.5'
DRY ON COMPLETION ? NO
SPT
VALUES
Station 953+57.11, Left 21.33'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Continued on Page 2.
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
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" 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
DRY ON COMPLETION ? NO
SPT
VALUES
Station 953+57.11, Left 21.33'
WASHBORING
bottom (Very Moist)(Hard)Clay, sandy, gravel, brown with weathered rock at
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-8B
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
Clay, sandy, gravel, brown(Wet)(Very Soft)
622.4
578.9
WATER LEVEL DATA (IF APPLICABLE)
January 26, 2009
578.9
43.5
43.5
NA
NA
0.0
43.5
3
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" N
A
January 26, 2009
578.9
43.5
43.5
NA
NA
0.0
43.5
622.4
578.9
WATER LEVEL DATA (IF APPLICABLE)
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 3 OF
B-8B
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
STRATUM DESCRIPTION
Boring Terminatated @ 43.5' due to equipmentfailure
DRY ON COMPLETION ? NO
SPT
VALUES
Station 953+57.11, Left 21.33'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Boring backfilled and grouted after completion.
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
FT.
40.0
43.5
3
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" N
A
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
SD
LOG OF BORINGSHEET 1 OF
B-8C
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
36.0
586.4
Auger to Refusal
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 953+57.11, Left 21.33
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Continued on Page 2.
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
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" N
33.5
23.5
FT.
23.5
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
REMARKS: Continued on Page 3.
RUN 2RAN 10.0REC 9.0
RQD= 53.0
RUN 1RAN 10.0REC 7.0
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
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'
Auger Refusal @ 23.5'
Begin NQ Coring @ 23.5' 100% DWR
36.0
586.4
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
FT.
SAMPLE
FT.
SAMPLE DEPTH
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
SD
LOG OF BORINGSHEET 2 OF
B-8C
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
622.4
598.9
598.9
WATER LEVEL DATA (IF APPLICABLE)
February 5, 2009
CORING
598.9
570.8
23.5
23.5
23.5
28.1
51.6
3
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" N
February 5, 2009
CORING
598.9
570.8
23.5
23.5
23.5
28.1
51.6
598.9
598.9
WATER LEVEL DATA (IF APPLICABLE)
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
SD
LOG OF BORINGSHEET 3 OF
B-8C
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
REMARKS: Boring backfilled and grouted after completion.
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
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" NA
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
REMARKS: Continued on Page 2.
REC 9.9RQD= 80.0
RUN 1RAN 10.0
S-5
S-4
S-3
Auger Refusal @ 16.5', Dry on Completion
Begin NQ Coring @ 16.5' 100% DWR
Clay,sand brown to clay, very sandy, brown to darkbrown (Moist)(Medium Stiff)
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)
622.9
16.5 606.4
SAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-9
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
S-1
planes and open solution vugs
Limestone, light gray to
Limestone, gray with open, leached bedding
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-9
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
STRATUM DESCRIPTION
Limestone, gray to light gray with opensolution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 952+76.13, Right 45.91'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
Boring Terminated @ 36.5'100% DWR
RUN 2RAN 10.0REC 9.4
RQD= 94.0
REMARKS: Boring backfilled and grouted after completion.
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
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-10
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)Clay, silty, brown with gravel
Clay, very sandy, silty, brown(Moist)(Stiff)
Clay, sandy, silty, brown(Moist)(Stiff)
Sand, gravelly, clay, brown(Moist)(Loose)
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
Begin NQ Coring @ 15.0' 100% DWR
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
REMARKS: 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
10.010.0
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
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" N
25.0
FT.
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
REMARKS: Boring backfilled and grouted after completion.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 953+24.93, Right 119.53
WASHBORING
Boring Terminated @ 25.0'100% DWL
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-10
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
622.0
607.0
607.0
WATER LEVEL DATA (IF APPLICABLE)
February 2, 2009
CORING
607.0
597.0
15.0
15.0
15.0
15.0
10.0
25.0
2
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-11
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)
Clay, silty, brown
DO S-1
Sand, Clay, Brown
(Moist)(Loose)
Clay, silty, sand, brown with rock fragments
(Moist)(Medium Stiff)
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 952+50.05, Right 47.28
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
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.
7.5
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
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" 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
REMARKS: Boring backfilled and grouted after completion.
RAN 5
REC 9.0
RQD= 87.0
Boring Terminated @ 37.1'
100% DWR
plane
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 1
Limestone, gray with vugs, and open leached bedding
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 952+50.05, Right 47.28
WASHBORING
to
Limestone, sandy, light gray with vugs and soil
seam 28.2'
Limestone, gray with vugs and soil seam 23.2'
Auger Refusal @ 22.1', Dry on Completion
STRATUM DESCRIPTION
Begin NQ Coring @ 22.1' 100% DWR
RAN 10
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 2 OF
B-11
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
22.1
622.1
600.0
600.0
WATER LEVEL DATA (IF APPLICABLE)
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
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" NA
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
REMARKS: Continued on Page 2.
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
Auger Refusal @ 15.2', Dry on Completion
Begin NQ Coring @ 15.2' 100% DWR
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Clay, sandy, brown (Moist)(Stiff)
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 951+95.15, @ Centerline
WASHBORING
Clay, very sandy, silty, brown(Moist)(Stiff)
(Moist)(Stiff)Clay, sandy, slightly silty, brown, mottled
Clay, silty, slightly sandy, brown(Moist)(Medium Stiff)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
NO RECOVERY
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
CLS
LOG OF BORINGSHEET 1 OF
B-12
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
TOPSOIL
2
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" N
586.1
15.2
15.2
15.2
15.2
19.0
34.2
620.3
605.1
605.1
WATER LEVEL DATA (IF APPLICABLE)
CLS
LOG OF BORINGSHEET 2 OF
B-12
TRI-STATE DRILLING
SAMPLE
FT.
SAMPLE DEPTH
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 951+95.15, @ Centerline
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
Boring Terminated @ 34.2'100% DWR
RUN 2RAN 10.0REC 10.0
RQD= 95.0
REMARKS: Boring backfilled and grouted after completion.
25.0
27.5
30.0
32.5
35.0
37.5
40.0
24.2
FT.
24.2
34.2
3
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" N
A
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-14
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
12.5
603.1
18.4
597.2
Auger to Refusal
Auger Refusal @ 7.4', Dry On Completion
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
Continued On Page 2.
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
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" 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
Continued On Page 3.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 951+50, Left 38'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-14
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 4
597.2
615.6
608.2
608.2
WATER LEVEL DATA (IF APPLICABLE)
18.4
November 3, 2008
CORING
608.2
568.9
7.4
NA
7.4
7.4
39.3
46.7
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
18.4
RUN 8
RUN 9
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-14
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 46.7'100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 951+50, Left 38'
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
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" N
A
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-15
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
Continued On Page 2.
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
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" 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
Boring Terminated @ 34.9'100% DWR
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 950+70, Right 41'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-15
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
610.3
8.0
616.3
607.6
607.6
WATER LEVEL DATA (IF APPLICABLE)
6.0
November 3, 2008
CORING
607.6
581.5
8.7
NA
8.7
8.7
26.1
34.8
3
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" 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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 949+70, Left 38'
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 Refusal @ 8.2' Dry On Completion
Begin NQ Coring @ 8.2', 100% DWR
Auger to refusal
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
14.2
599.5
24.0
589.7
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-16
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
24.0
RUN 4
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-16
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, light gray with open, stained
solution vugs and partial core
Limestone, sandy, light gray with open, stained
solution vugs and open stained vertical fractures
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 949+70, Left 38'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 5
Limestone, sandy, light gray with open, stained
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
Continued On Page 3.
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
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" 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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 949+70, Left 38'
WASHBORING
RAN 5.0
100% DWL
Boring Terminated @ 49.6'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-16
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 8
589.7
613.7
605.5
605.5
WATER LEVEL DATA (IF APPLICABLE)
24.0
November 4, 2008
CORING
605.5
564.1
8.2
NA
8.2
8.2
41.4
49.6
2
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" 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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 948+90, Right 41'
WASHBORING
Limestone, sandy, medium gray to light gray,
variably stained, leached weathered
Limestone, medium gray
Auger Refusal @ 8.4', Dry On Completion
Begin NQ Coring @ 8.4', 100 % DWR
Auger to refusal
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
2.0
611.4
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-17
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
2.0
RUN 4
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-17
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
stained solution vugs
Limestone, sandy, light gray with open, stained
solution vugs
Boring Terminated @ 30.0'
100% DWR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 948+90, Right 41'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 5
RAN 5.0
REC 5.0
RQD= 92.0
REMARKS: 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
25.0
FT.
20.0
25.0
30.0
3
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" NA
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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 946+55, Left 38'
WASHBORING
Silt, clayey, dark brown (Moist)(Stiff)
DO #2 (Moist)(Medium Stiff)
TOPSOIL, Clay, silty, dark brown(Moist)(Medium Stiff)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Damp)(Stiff)TOPSOIL, Clay, silty, brown
0.0
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-18
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
Auger Refusal @ 19.8', Dry On Completion
TOPSOIL
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
RUN 1
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-18
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 946+55, Left 38'
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
Continued On Page 3.
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
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" N
44.8
FT.
39.8
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.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 946+55, Left 38'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-18
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 5
614.5
594.7
594.7
WATER LEVEL DATA (IF APPLICABLE)
October 15, 2008
CORING
594.7
569.7
19.8
19.8
19.8
19.8
25.0
44.8
3
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" NA
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station945+70, Right 41'
WASHBORING
Silt, clayey, dark brown (Moist)(Very Stiff)
(Moist)(Very Stiff)Clay, silty, dark brown
DO #1 (Moist)(Medium Stiff)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Stiff)TOPSOIL, Clay, silty, dark brown
0.0
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-19
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
Auger Refusal @ 18.9', Dry On CompletionBegin NQ Coring @ 18.9', 100% DWR
TOPSOIL
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
RUN 1
RAN 5.0
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-19
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station945+70, Right 41'
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
REMARKS: Continued On Page 3.
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
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" N
44.0
FT.
39.0
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.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station945+70, Right 41'
WASHBORING
RAN 5.0
Boring Terminated @ 44.0', 100% DWR
Limestone, sandy, medium gray/light gray
STRATUM DESCRIPTION
RQD= 100.0
DEPTH
STRATUM
FROM
REC 5.0
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-19
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 6
614.5
595.6
595.6
WATER LEVEL DATA (IF APPLICABLE)
October 15, 2008
CORING
595.6
570.5
18.9
18.9
18.9
18.9
25.1
44.0
2
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" NA
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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+80, Left 38'
WASHBORING
Sand (M-F), silty, dark reddish-brown mottled tan(Dry)(Loose)
DO #1 (Dry)(Medium Dense)
DO #1 (Dry)(Medium Dense)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Dry)(Medium Dense)Sand (F-M), slightly clayey, silty, yellowish-brown
12.7
614.8
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-20
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
Boring Terminated @ 39.9', 100% DWL
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-20
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, light gray with open, stainedsolution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+80, Left 38'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
Limestone, sandy, light gray with soft shale partings
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
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-21
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
Auger Refusal @ 10.9', Dry On Completion
Begin NQ Coring @ 10.9', 100% DWR
Limestone, sandy, medium gray, with open, stainedvertical fracture, and open, stained bedding planes
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+20, Right 41'
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
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
10.010.0
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
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" 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
Continued On Page 3.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+20, Right 41'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-21
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
627.1
616.2
616.2
WATER LEVEL DATA (IF APPLICABLE)
October 16, 2008
CORING
616.2
582.1
10.9
10.9
10.9
10.9
34.1
45.0
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
RUN 7
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-21
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 45.0', 100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+20, Right 41'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
FT.
40.0
45.0
3
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-22
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
Auger Refusal @ 11.8', Dry On Completion
Begin NQ Coring @ 11.8', 100% DWL
Limestone, sandy, light to medium gray
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+07.50, Left 38'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, sandy, light gray
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
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
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
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" 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
Continued On Page 3.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+07.50, Left 38'
WASHBORING
RAN 5.0
Limestone, very sandy, light gray with some
open, stained solution vugs
open, stained solution vugs and open cavities
Limestone, very sandy, light gray with numerous
partial core
Limestone, very sandy, light gray with numerous
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-22
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
601.7
626.9
615.1
615.1
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
WATER LEVEL DATA (IF APPLICABLE)
25.2
RUN 7
RUN 8
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-22
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 49.7', 100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 944+07.50, Left 38'
WASHBORING
RAN 4.6
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RAN 5.2
REC 5.2
RQD= 100.0
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
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
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-23
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
Auger Refusal @ 10.2', Dry On Completion
Begin, NQ Coring @ 10.2', 100% DWL
Limestone, sandy, medium gray with open, stained bedding planes
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
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
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
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" 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
Continued On Page 3.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 943+33.5, Right 41'
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-23
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
stained, solution vugs
RUN 3
613.4
626.4
616.2
616.2
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
WATER LEVEL DATA (IF APPLICABLE)
13.0
RUN 9
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-23
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 49.6', 100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 943+33.5, Right 41'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 10RAN 4.8REC 4.8
RQD= 100.0
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
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
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" 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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 942+65, Left 38'
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
Begin NQ Coring @ 10.0', 50% DWR
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)
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-24
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
21.6
Boring Terminated @ 39.1', 100% DWL
RUN 4
RUN 5
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-24
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, light gray with solution vugs
and soft shale partings
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 942+65, Left 38'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RAN 5.0
Limestone, sandy, light gray with solution vugs
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
REMARKS: 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
24.1
FT.
24.1
29.1
29.1
34.1
39.1
34.1
2
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" 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
Continued On Page 2.
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 941+97, Right 41'
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
Auger Refusal @ 10.0', Dry On Completion
Begin NQ Coring @ 10.0', 100% DWR
gravel (Dry)(Medium Dense)
Sand (C-M), slightly silty, dark reddish-brown with
Sand (C-M), clayey, silty, reddish-brown
(Dry)(Stiff)
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-25
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
24.0
Boring Terminated @ 39.7', 100% DWL
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-25
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, light gray with open,
stained, solution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 941+97, Right 41'
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
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
24.8
FT.
24.8
29.8
29.8
34.8
34.8
3
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-26
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
(Moist)(Medium Stiff)
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 941+22.5, Left 38'
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
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
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
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" 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
Continued On Page 3.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 941+22.5, Left 38'
WASHBORING
Limestone, sandy, light gray with open, stained
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 DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-26
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
REC 1.1, RQD= 33.3
603.3
626.9
603.3
603.3
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
WATER LEVEL DATA (IF APPLICABLE)
23.6
RUN 5
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-26
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 49.8'
100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 941+22.5, Left 38'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 6
RAN 5.0
REC 5.0
RQD= 90.0
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
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
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" NA
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
Continued On Page 2.
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 940+60.5, Right 41'
WASHBORING
Auger Refusal @ 11.7', Dry On Completion
Begin NQ Coring @ 11.7', 100% DWR
DO #3 (Dry)(Loose)
(Dry)(Loose)Sand/Gravel, silty, dark reddish-brown
Sand (F-M), silty, slightly clayey, reddish-brown(Dry)(Medium Dense)
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-27
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
18.3
Boring Terminated @ 39.9', 100% DWL
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-27
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, light gray with soft shale partings
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 940+60.5, Right 41'
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
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
2
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" 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
Continued On Page 2.
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
Limestone, sandy, medium gray, variably stained,
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 939+80, Left 38'
WASHBORING
Auger Refusal @ 12.2', Dry On Completion
Begin NQ Coring @ 12.2', 100% DWR
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Dry)(Medium Stiff)
Silt, sandy, yellowish-brown with tree roots
10.0
617.4
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-28
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
10.0
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-28
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, medium gray
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 939+80, Left 38'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4
Boring Terminated @ 34.9', 100% DWR
RAN 5.0
REC 5.0
RQD= 92.0
RUN 5
RAN 5.0
REC 5.0
RQD= 90.0
REMARKS: 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
3
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" NA
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
Continued On Page 2.
RAN 4.6REC 0.9
RQD= 0.0
RAN 2.0REC 1.2
RQD= 20.0
RUN 2
RUN 1
S-4
S-3
Limestone, sandy, light gray with open, stainedsolution vugs
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 939+24, Right 41'
WASHBORING
Auger Refusal @ 13.0', Dry On Completion
DO #3 (Dry)(Very Loose)
(Damp)(Loose)Gravel/Sand, silty, dark reddish-brown
Silt, sandy, slightly clayey, reddish-brown
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-29
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
25.2
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-29
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 939+24, Right 41'
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
Continued On Page 3.
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
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" N
44.9
FT.
39.9
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.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 939+24, Right 41'
WASHBORING
RAN 5.0
Boring Terminated @ 44.9', 100% DWL
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-29
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 7
601.5
626.7
613.7
613.7
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station938+37.5, Left 38'
WASHBORING
Limestone, sandy, medium to light gray with numerous
open, stained solution vugs
100% DWL @ 13.5'
leached with open, stained bedding planes
Auger Refusal @ 6.6', Dry On Completion
Begin NQ Coring @ 6.6', 100% DWR
Limestone, sandy, medium gray, variably stained,
DO #2 (Dry)(Very Dense)
Sand (C-M), silty, dark reddish-brown with gravel
(Dry)(Medium Dense)
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-30
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
26.0
RUN 4
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-30
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 29.7', 100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
REMARKS: 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
24.7
FT.
19.7
24.7
29.7
2
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-31
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 937+87.5, Right 41'
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
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
10.010.0
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
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" 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
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
RAN 5.0REC 5.0
RQD= 100.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 937+87.5, Right 41'
WASHBORING
RAN 5.0
Boring Terminated @ 30.0', 100% DWL
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-31
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
594.9
621.3
606.8
606.8
WATER LEVEL DATA (IF APPLICABLE)
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
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" NA
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
Continued On Page 2.
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
Begin NQ Coring @ 13.5', 100% DWL
Auger Refusal @ 13.5'
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
No Recovery
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 936+95, Left 38'
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Damp)(Stiff)Clay, silty, sandy, brown
15.0
604.1
14.0
605.1
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-32
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
14.0
Boring Terminated @ 39.4', 100% DWL
RUN 2
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-32
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, very sandy, light gray with open, stained solution vugs and shale band
Limestone, light to medium gray, with several partially healed vertical fractures
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 936+95, Left 38'
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
REMARKS: 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
24.8
FT.
19.8
24.8
29.4
29.4
34.3
39.4
34.3
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" 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
DRY ON COMPLETION ? YES
SPT
VALUES
Station 936+51, Right 41'
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Dry)(Very Stiff)
Clay, very silty, sandy, yellowish-brown
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-33
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
18.0
600.0
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-33A
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
18.0
Boring Terminated @ 39.2', 100% DWR
RUN 3
RUN 4
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-33A
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
REMARKS: 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
24.7
FT.
24.7
29.6
29.6
34.6
39.2
34,6
2
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-34
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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'
Begin NQ Coring @ 10.0', 100% DWL
Limestone, very sandy, light gray with open,
stained solution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 935+52.5, Left 38'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, very sandy, light gray
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
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
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
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" 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
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 935+52.5, Left 38'
WASHBORING
RAN 5.0
Limestone, very sandy, light gray
Limestone, very sandy, light gray with open, stained
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-34
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
Boring Terminated @ 39.5', 100% DWL
RUN 3
602.1
616.6
606.6
606.6
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-35
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
open, stained solution vugs
DRY ON COMPLETION ? DRY, PRIOR TO CORING
SPT
VALUES
Station 935+14.5, Right 41'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, very sandy, light gray with soft shale
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
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.
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
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" 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
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
RQD= 100.0
RUN 5
RAN 5.2
REC 5.2
RAN 5.0
REC 5.0
RQD= 52.0
Boring Terminated @ 35.1'
100% DWR
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4
DRY ON COMPLETION ? DRY, PRIOR TO CORING
SPT
VALUES
Station 935+14.5, Right 41'
WASHBORING
RAN 5.0
Limestone, very sandy, light gray
Limestone, very sandy, light gray with numerous
open, stained solution vugs
partings and open, stained solution vugs
STRATUM DESCRIPTION
Limestone, very sandy, light gray with soft shale
RQD= 76.0
DEPTH
STRATUM
FROM
REC 4.9
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-35
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
612.3
616.3
607.2
607.2
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
Continued On Page 2.
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
stained solution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
WASHBORING
Limestone, very sandy, light gray with open,
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)
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-36
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
18.1
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-36
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 26.8'100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4RAN 2.0REC 2.0
RQD= 100.0
REMARKS: 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
24.8
FT.
19.9
26.8
24.8
2
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-37
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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'
Begin NQ Coring @ 9.0', 100% DWR
Limestone, very sandy, light gray, variably
stained, leached with open, stained solution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 933+78, Right 41'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, very sandy, light gray, variably
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
REMARKS: 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.
7.5
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
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" N
28.9
23.9
FT.
23.9
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
RQD= 94.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4
REC 5.0
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 933+78, Right 41'
WASHBORING
RAN 5.0
Boring Terminated @ 28.9'
100% DWR
Limestone, very sandy, light gray with soft shale
partings and shale band
stained solution vugs
STRATUM DESCRIPTION
RQD= 92.0
DEPTH
STRATUM
FROM
REC 5.0
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-37
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
RAN 5.0
Limestone, very sandy, light gray with open,
608.0
616.0
607.0
607.0
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-38
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
Auger Refusal @ 12.7', Dry On Completion
Begin NQ Coring @ 12.7', 100% DWR100% DWL @ 13.1'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 932+67.5, L-38
WASHBORING
Limestone, very sandy, light gray with open,
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
stained solution vugs, partial core, cavities, and open, stained, bedding planes
Limestone, very sandy, light gray with open,
S-3
S-4
RUN 1RAN 5.0REC 3.8
RQD= 32.0
RUN 2RAN 5.0REC 5.0
RQD= 74.0
REMARKS: 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
10.010.0
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
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" 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
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
REC 5.0RQD= 100.0
RUN 5RAN 5.0
RUN 4RAN 5.0REC 4.8
RQD= 94.0
Boring Terminated @ 37.7'100% DWL
Limestone, very sandy, light gray with shale bands.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REC 5.0RQD= 70.0
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
Limestone, very sandy, light gray with open,
13.1
604.6
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-38
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3RAN 5.0
603.2
617.7
605.0
605.0
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
REMARKS: Continued on Page 2.
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
Begin NQ Coring @ 13.0' 100% DWR
DRY ON COMPLETION ? YES, PRIOR TO CORING
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Dry)(Very Stiff)Clay, silty, sandy, yellowish-brown
4.5
612.8
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-39
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
Limestone, very sandy, light gray
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
4.5
RQD= 88.0
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-39
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
STRATUM DESCRIPTION
Limestone, very sandy, light gray with several solution vugs
Boring Terminated @ 28.0'100% DWR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 932+41.5, R-41'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RAN 5.0REC 5.0
REMARKS: 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
23.0
FT.
28.0
23.0
2
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" NA
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
REMARKS: Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 931+25, L-38'
WASHBORING
Auger Refusal @ 12.5' Dry On Completion
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Dry)(Hard)Clay, sandy, silty, yellowish-brown
12.5
604.6
17.0
600.1
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-40
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
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" 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
WATER LEVEL DATA (IF APPLICABLE)
17.0
Water @ -17.0' On Completion
RUN 3RAN 5.0
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-40
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 931+25, L-38'
WASHBORING
Limestone, very sandy, light gray
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REC 5.0RQD= 70.0
Boring Terminated @ 37.5'100% DWL
RUN 4RAN 5.0REC 5.0
RQD= 80.0
RUN 5RAN 5.0REC 5.0
RQD= 98.0
REMARKS: 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
22.5
FT.
27.5
27.5
22.5
32.5
37.5
32.5
3
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-41
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
Auger Refusal @ 12.1', Dry On Completion
Begin NQ Coring @ 12.1', 100% DWL
Limestone, very sandy, light gray, with open, stained
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 931+05, R-41'
WASHBORING
bedding planes and soft shale partings
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, very sandy, light gray
S-3
S-4
RUN 1RAN 4.8REC 4.7
RQD= 75.0
RUN 2RAN 5.0REC 5.0
RQD= 100.0
REMARKS: 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
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
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" 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
REMARKS: Continued On Page 3.
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
Limestone, very sandy, light gray
DRY ON COMPLETION ? YES, PRIOR TO CORING
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-41
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
shale partings
RAN 5.0REC 5.0
601.1
617.5
605.4
605.4
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
WATER LEVEL DATA (IF APPLICABLE)
16.4
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 3 OF
B-41
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
Boring Terminated @ 41.8'
12.1
605.4
STRATUM DESCRIPTION
100% DWLWater @ -16.4' On Completion
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 931+05, R-41'
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
FT.
41.8
2
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" NA
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
Limestone, very sandy, light gray with some
open, stained solution vugs
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, very sandy, light gray with numerous
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
Limestone, very sandy, light gray, variably
No RecoveryWeathered Rock
Sand (F), silty, yellowish-brown(Alluvial)(Dry)(Medium Dense)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Alluvial)(Damp)(Stiff)Silt, sandy, clayey, brown
4.0
607.5
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-42
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
solution vugs
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
4.0
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-42
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
Limestone, very sandy, light gray with some
STRATUM DESCRIPTION
solution vugs
Boring Terminated @ 27.0'100% DWR
Water @ -4' On Completion
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 930+64, L-38 (Offset 14 feet from original location)
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
REMARKS: 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
FT.
27.0
2
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-43
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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
Begin NQ Coring @ 10.0', 100% DWR
Limestone, very sandy, light gray, variably stained,
leached with numerous solution vugs
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 930+35, R-41' (Offset 10 feet from original location)
WASHBORING
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Limestone, very sandy, light gray
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
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" N
24.6
FT.
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
REMARKS: Boring backfilled with pea gravel on completion, at the request of the land owner.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 930+35, R-41' (Offset 10 feet from original location)
WASHBORING
RAN 5.0
Boring Terminated @ 24.6'
100% DWR
Water @ -2.0' On Completion
Limestone, very sandy, light gray
STRATUM DESCRIPTION
RQD= 90
DEPTH
STRATUM
FROM
REC 5.0
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-43
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
RUN 3
608.8
610.8
600.8
600.8
WATER LEVEL DATA (IF APPLICABLE)
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
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" 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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926+65, Left 54'
WASHBORING
Limestone, sandy, light gray, variably stained with open,
stained solution vugs and vertical fractures
Limestone, sandy, light gray, variably stained
leached, weathered
Auger Refusal @ 5.7', Dry On Completion
Begin NQ Coring @ 5.7', 100% DWL
Sand @ tip
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-46
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
ST-1
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
12.4
RUN 4
RUN 5
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-46
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Boring Terminated @ 29.6'
100% DWL
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926+65, Left 54'
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
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" NA
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
REMARKS: Continued On Page 2.
S-4
S-3
S-2
Sand (M), clayey, silty, reddish-brown
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
Missed sample @ 13.5'
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926+65, Left 21'
WASHBORING
Clay, very sandy, silty, reddish-brown (Moist)(Stiff)
(Medium Stiff)Clay, slightly silty, sandy, light brown/yellowish-brown
Granular Material (No Recovery)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)Clay, silty, sandy, reddish-brown
19.4
610.4
15.0
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-47
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
(Moist)(Loose)
Auger Refusal @ 19.2', Dry On Completion
ST-1
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
RUN 1
RUN 2
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-47
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, light gray
Limestone, sandy, light gray
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926+65, Left 21'
WASHBORING
RAN 4.8
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RAN 5.0
Boring Terminated @ 34.2'100% DWL
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
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" NA
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
Continued On Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926+45, Right 21'
WASHBORING
Limestone, sandy, light gray with open, stained solution vugs
Auger Refusal @ 10.2', Dry On Completion
Begin NQ Coring @ 10.2', 100% DWL
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
WATER LEVEL DATA (IF APPLICABLE)
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-48
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
2
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" 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
WATER LEVEL DATA (IF APPLICABLE)
RUN 3
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-48
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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
Limestone, sandy, medium gray
Limestone, sandy, medium gray
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926+45, Right 21'
WASHBORING
RAN 5.0
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 4
Boring Terminated @ 34.7'100% DWL
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
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-49
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Stiff)
Clay, very sandy, silty, reddish-brown
21.4
610.3
21.4
610.3
DO #1 (Moist)(Medium Stiff)
Silt, clayey, sandy, reddish-brown with black nodules
(Moist)(Medium Stiff)
DO #3 (Moist)(Medium Stiff)
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
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.
7.5
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
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" 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
Boring Terminated @ 34.7'
100% DWL
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
RUN 2
DRY ON COMPLETION ? YES, PRIOR TO CORING
SPT
VALUES
Station 926-45, Right 61'
WASHBORING
Limestone, sandy, light to medium gray
solution vugs
Limestone, sandy, light gray with open, stained
Limestone, sandy, light gray with open, stained
solution vugs
Begin NQ Coring @ 21.4', 100% DWL
21.4
610.3
STRATUM DESCRIPTION
21.4 RUN 1
RAN 3.3
DEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-49
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
REC 2.9
RQD= 54.5
Auger Refusal @ 21.4', Dry On Completion
610.3
631.7
610.3
610.3
WATER LEVEL DATA (IF APPLICABLE)
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
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" NA
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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-50
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
DRY ON COMPLETION ? YES
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
Continued On Page 2.
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
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" NA
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
DRY ON COMPLETION ? YES
SPT
VALUES
Station 925+00, @ Centerline
WASHBORING
Dry On Completion
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 2 OF
B-50
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
Auger Refusal @ 20.5'
632.4
611.9
WATER LEVEL DATA (IF APPLICABLE)
October 29, 2008
611.9
20.5
20.5
NA
NA
0.0
20.5
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" 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
DRY ON COMPLETION ? YES
SPT
VALUES
Station 923+00, @ Centerline
WASHBORING
Dry On Completion
Gravel
Auger Refusal @ 6.0'
DO #1 to Gravel @ tip(Dry)(Very Stiff)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)
Clay, silty, slightly sandy, brown with black nodules
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-51
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL/ORGANICS (CORN TILLAGE)
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" 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
DRY ON COMPLETION ? YES
SPT
VALUES
Station 921+00, Left 40'
WASHBORING
Dry On Completion
DO #3 (Moist)(Medium Stiff)
No Refusal @ 10.0'
(Moist)(Stiff)
Sand (M), silty, slightly clayey, yellowish-brown/gray
Clay, silty, sandy, reddish-brown
(Dry)(Medium Stiff)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Poor Recovery)
Rock with Clay, silty, brown
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-52
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-512-90000-0001
TOPSOIL
3
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" NA
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
REMARKS: Continued on Page 2.
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
DRY ON COMPLETION ? YES, PRIOR TO CORING
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Stiff)Clay, silty, reddish-brown
20.8
601.7
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 1 OF
B-93
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
Auger Refusal @ 18.7', Dry on CompletionBegin NQ Coring @ 18.7' 100% DWR
Asphalt, crushed stone
Clay, silty, reddish-brown
3
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" 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
WATER LEVEL DATA (IF APPLICABLE)
RUN 1
Limestone, gray with open stained leached
SAMPLE
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 2 OF
B-93
TRI-STATE DRILLINGMACK HATCHER PARKWAY
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'
DRY ON COMPLETION ? YES, PRIOR TO CORING
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
REMARKS: Continued on Page 3.
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
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" N
43.7
FT.
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
REMARKS: Boring backfilled and grouted after completion.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
DRY ON COMPLETION ? YES, PRIOR TO CORING
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.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 3 OF
B-93
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
RUN 5Limestone, gray with open stained weathered
bedding planes, soft shale partings, and solution
622.5
603.8
603.8
WATER LEVEL DATA (IF APPLICABLE)
February 6, 2009
CORING
603.8
578.8
18.7
18.7
18.7
18.7
25.0
43.7
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" 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
REMARKS: Boring backfilled after completion.
S-4
S-3
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-2
Auger Refusal @ 12.2'
Dry on Completion
DRY ON COMPLETION ? YES
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Medium Stiff)
Clay, silty, slightly cherty, reddish-brown
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
LS
LOG OF BORINGSHEET 1 OF
B-94
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
Asphalt
Clay
2
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" 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
Clay, silty, reddish-brown
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 1 OF
B-95
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
DRY ON COMPLETION ? NO
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
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
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
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" 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
REMARKS: Boring backfilled after completion.
SURFACE ELEV.
RUN NO.
POWER AUGERING
TO OR
S-7
DRY ON COMPLETION ? NO
SPT
VALUES
Station 956+61.19, Left 17.38'
WASHBORING
Auger Refusal @ 25.8'
Water at 19.0' on Completion
Clay, sandy, brown with trace gravel
(Wet)(Very Soft)
STRATUM DESCRIPTIONDEPTH
STRATUM
FROM
SAMPLE
FT.
SAMPLE DEPTH
FT.
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WWC
LOG OF BORINGSHEET 2 OF
B-95
TRI-STATE DRILLINGMACK HATCHER PARKWAY
5-5129-0000-0001
604.1
623.1
597.3
WATER LEVEL DATA (IF APPLICABLE)
19.0
January 16, 2009
CORING
597.3
25.8
25.8
NA
NA
25.8
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" NA
SS 2 3 3 6
A
SS 3 4 6 10
A
SS WT WT WT WT
TOPSOIL
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-101
TRI-STATE DRILLINGWS/MACK HATCHER PARKWAY NW
5-5129-0001-0000
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
Auger Refusal @ 7.5'Dry On Completion
DRY ON COMPLETION ? YES
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
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" 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
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-102
TRI-STATE DRILLINGWS/MACK HATCHER PARKWAY NW
5-5129-0001-0000
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
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)
DRY ON COMPLETION ? YES
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
Auger Refusal @ 16.3'Dry On Completion
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
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" 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
DRY ON COMPLETION ? NO
SPT
VALUES
Station 825+00, @ Centerline
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)
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
(Moist)(Stiff)Clay, slightly silty, sandy, dark gray
6.5
640.0
S-1
SAMPLESAMPLE DEPTH
DEPTH
STRATUM
FROM
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-103
TRI-STATE DRILLINGWS/MACK HATCHER PARKWAY NW
5-5129-0001-0000
TOPSOIL/VEGETATION (Black)
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" N
SS 6 50/.3 50/.3
A
ORGANICS
Organics/gravel (Saturated)
GEOTECHNICAL BRANCH NASHVILLE, TENNESSEE
WDS
LOG OF BORINGSHEET 1 OF
B-104
TRI-STATE DRILLINGWS/MACK HATCHER PARKWAY NW
5-5129-0001-0000
SAMPLE DEPTH
DEPTH
STRATUM
FROM
S-1
SAMPLE
WATER LEVEL DATA (IF APPLICABLE)
STRATUM DESCRIPTION
1.9
648.1
Auger Refusal @ 3.0'Water @ -1.9' On Completion
DRY ON COMPLETION ? NO
SPT
VALUES
Station 821+00, Right 10'
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
Clay, silty, reddish-brown
(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)
Wilbur Smith Associates 5-512-
Clay, silty, reddish-brown
7111633A-6(9)CL
ASTM D 698-78 Method A Standard
Mack Hatcher Parkway
Plate
COMPACTION TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
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
Dashed line indicates the approximateupper limit boundary for natural soils
4
7
LIQUID AND PLASTIC LIMITS TEST REPORT
AASHTO classification A-6(2)
Mack Hatcher Parkway
AMEC Earth & Environmental, Inc.
Nashville, TN
11-6-08
,B-46 ST
(no specification provided)
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
Particle Size Distribution Report
Clay, silty, yellowish-brown 50 26 24 86.9 63.2 CH
5-512- Wilbur Smith Associates
,B-48 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-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
Dashed line indicates the approximateupper limit boundary for natural soils
4
7
LIQUID AND PLASTIC LIMITS TEST REPORT
AASHTO classification A-7-6(14)
Mack Hatcher Parkway
AMEC Earth & Environmental, Inc.
Nashville, TN
11-6-08
,B-48 ST
(no specification provided)
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)
Wilbur Smith Associates Mack Hatcher Parkway
5-512-90001-0000
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-48 Depth: 5.5-6.0Sample 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 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
Particle Size Distribution Report
Gravel, silty, sandy, clayey, reddish-brown with abundantmineral concreteions 39 27 12 34.6 29.5 GM
5-512- Wilbur Smith Associates
,B-50 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-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
Dashed line indicates the approximateupper limit boundary for natural soils
4
7
LIQUID AND PLASTIC LIMITS TEST REPORT
AASHTO classification A-2-6(0)
Mack Hatcher Parkway
AMEC Earth & Environmental, Inc.
Nashville, TN
11-06-08
,B-50 ST
(no specification provided)
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)
Wilbur Smith Associates Mack Hatcher Parkway
5-512-90001-0000
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-50 Depth: 3.5'-4.0'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 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
Particle Size Distribution Report
Project:
Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION
LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-53 Sample No.: S-1 Elev./Depth: 1.0'-2.5'
Plate
LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
USCS
TP-1
Wilbur Smith Associates 5-512-
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
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
3 39 17 41
Plate 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
1.0'-2.5'12-17-08B-53S-1
A-7-5(5)GM
0.9595.4136.5
225331
Gravel,silty, sandy, yellowish-brown
(no specification provided)
AMEC GEOTECHNICALAND CONSTRUCTION
MATERIALS LABORATORY B-53
1009179767058534641
4.0 in.2.0 in.1.0 in..75 in.
.375 in.#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, %
91
93
95
97
99
101
16 18 20 22 24 26 28
ZAV forSp.G. =2.65
TP-1
Wilbur Smith Associates 5-512-
Gravel,silty with sand
4142225335.5A-7-5(5)GM1.0'-2.5'
ASTM D 698-78 Method A Standard
Mack Hatcher Parkway
Plate
COMPACTION TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
Source: B-53 Sample No.: S-1 Elev./Depth: 1.0'-2.5'
TEST RESULTS
No.4
Optimum moisture = 22.1 %
Maximum dry density = 98.2 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 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
CBR @ 95.0% = 6.5for 0.1 in. penetration
Fig. No. TP-1
Williamson Co. TNMack Hatcher Parkway SAMPLES COMPACTED TO APPROXIMATELY
90, 95 & 100% COMPACTION AND NEAR OPTIMUM MOISTURE CONTENT
5-512-90000-0001
December 29, 2008
Load Penetration Curve
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:
LIQUID AND PLASTIC LIMITS TEST REPORT
(ft.)USCS
B53 S2 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
2858303.5'-5.0'S-2B-53
Plate
LIQUID AND PLASTIC LIMITS TEST REPORT
AMEC GEOTECHNICALAND CONSTRUCTION
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
Dashed line indicates the approximateupper limit boundary for natural soils
Project:
Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION
LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-58 Sample No.: S-1 Elev./Depth: 1.0'-2.5'
Plate
LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
USCS
B-58 S1
Wilbur Smith Associates 5-512-
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
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
0 0 6 94
Plate 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
1.0'-2.5'12-17-08B-58S-1
A-6(13)CL
143420
Clay, very silty, reddish-brown
(no specification provided)
AMEC GEOTECHNICALAND CONSTRUCTION
MATERIALS LABORATORY B-58
100100
9894
#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, %
100
102
104
106
108
110
12 14 16 18 20 22 24
ZAV forSp.G. =2.65
TP-2
Wilbur Smith Associates 5-512-
Clay, very silty, reddish-brown
ASTM D 698-78 Method A Standard
Mack Hatcher Parkway
Plate
COMPACTION TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
Source: TP-2 Sample No.: bulk
TEST RESULTS
No.4
Optimum moisture = 17.5 %
Maximum dry density = 107.5 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. (%)
1 106.8 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
CBR @ 95.0% = 4.8for 0.1 in. penetration
Fig. No. TP-2
5-512-90000-0001
December 29, 2008Williamson 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
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
(%)(%)(%)(%)INDEXLIMITLIMITCONTENTNO.
PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLENATURAL
SOURCESYMBOL
Project No.:
Project:Client:
LIQUID AND PLASTIC LIMITS TEST REPORT
(ft.)USCS
B61 S1 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
1945261.0'-2.5'S-1B-61
Plate
LIQUID AND PLASTIC LIMITS TEST REPORT
AMEC GEOTECHNICALAND CONSTRUCTION
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
Dashed line indicates the approximateupper limit boundary for natural soils
Project:
Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION
LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-62 Sample No.: S-2 and S-3 Elev./Depth: 3.5'-7.5'
Plate
LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
USCS
B62 S3+4
Wilbur Smith Associates 5-512-
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
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
0 1 23 76
Plate 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
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
(no specification provided)
AMEC GEOTECHNICALAND CONSTRUCTION
MATERIALS LABORATORY B-62
10099968676
.375 in.#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, %
90
92
94
96
98
100
20 22 24 26 28 30 32
ZAV forSp.G. =2.65
TP-3
Wilbur Smith Associates 5-512-
Clay, slightly silty, reddish-brown toyellowish-brown
761336435.9A-7-5(27)CH3.5'-7.5'
ASTM D 698-78 Method A Standard
Mack Hatcher Parkway
Plate
COMPACTION TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
Source: B-62 Sample No.: S-2 and S-3Elev./Depth: 3.5'-7.5'
TEST RESULTS
No.4
Optimum moisture = 25.3 %
Maximum dry density = 95.9 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 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
CBR @ 95.0% = 5.6for 0.1 in. penetration
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
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
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:
Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION
LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-63 Sample No.: S-1 and S-2 Elev./Depth: 1.0'-5.0'
Plate
LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
USCS
B63 S1+2
Wilbur Smith Associates 5-512-
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
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
0 6 20 74
Plate 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
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
(no specification provided)
AMEC GEOTECHNICALAND CONSTRUCTION
MATERIALS LABORATORY B-63
1009794928674
.75 in..375 in.
#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, %
85
87
89
91
93
95
13 18 23 28 33 38 43
ZAV forSp.G. =2.65
TP-4
Wilbur Smith Associates 5-512-
Clay, silty, reddish-brown to yellowish- brown
746265022.3A-7-6(19)CH1.0'-5.0'
ASTM D 698-78 Method A Standard
Mack Hatcher Parkway
Plate
COMPACTION TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
Source: B-63 Sample No.: S-1 and S-2Elev./Depth: 1.0'-5.0'
TEST RESULTS
No.4
Optimum moisture = 27.0 %
Maximum dry density = 92.4 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 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
CBR @ 95.0% = 2.2for 0.1 in. penetration
Fig. No. TP-4
5-512-90000-0001
December 29, 2008Williamson 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
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:
Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION
LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-66 Sample No.: S-1 and S-2 Elev./Depth: 1.0'-5.0'
Plate
LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
USCS
B66 S1+2
Wilbur Smith Associates 5-512-
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
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
0 0 8 92
Plate 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
1.0'-5.0'12-16-08B-66S-1 and S-2
A-7-6(20)CL
204222
Clay, silty, reddish-brown
(no specification provided)
AMEC GEOTECHNICALAND CONSTRUCTION
MATERIALS LABORATORY B-66 S-1
100100
999692
.375 in.#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, %
93
95
97
99
101
103
16 18 20 22 24 26 28
ZAV forSp.G. =2.65
TP-5
Wilbur Smith Associates 5-512-
Clay, silty, reddish-brown
920204223.3A-7-6(20)CL1.0'-5.0'
ASTM D 698-78 Method A Standard
Mack Hatcher Parkway
Plate
COMPACTION TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
Source: B-66 Sample No.: S-1 and S-2Elev./Depth: 1.0'-5.0'
TEST RESULTS
No.4
Optimum moisture = 21.2 %
Maximum dry density = 100.3 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 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
CBR @ 95.0% = 5.8for 0.1 in. penetration
Fig. No. TP-5
5-512-90000-0001
December 29, 2008Williamson 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
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
(%)(%)(%)(%)INDEXLIMITLIMITCONTENTNO.
PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLENATURAL
SOURCESYMBOL
Project No.:
Project:Client:
LIQUID AND PLASTIC LIMITS TEST REPORT
(ft.)USCS
B66 S3+4 5-512-90000-0001
Mack Hatcher ParkwayWilbur Smith Associates
3975366.0'-10.0'S-3 and S-4B-66
Plate
LIQUID AND PLASTIC LIMITS TEST REPORT
AMEC GEOTECHNICALAND CONSTRUCTION
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
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
0.0 0.1 11.7 88.2
Plate 5-512-90001-0000
Mack Hatcher ParkwayWilbur Smith Associates
5.0'-7.0'7-31-09B-102AST-1
A-7-6(24)CH
25.650.324.7
Clay, slightly silty, yellowish-brown
(no specification provided)
AMEC GEOTECHNICALAND CONSTRUCTION
MATERIALS LABORATORY B-102A
100.099.999.093.088.2
.375 in.#4
#10#40
#200
Project:
Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION
LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-102A Sample No.: ST-1 Elev./Depth: 5.0'-7.0'
Plate
LIQUID AND PLASTIC LIMITS TEST REPORTAMEC GEOTECHNICAL AND
CONSTRUCTION MATERIALS LABORATORY
AASHTO
B-102A
Wilbur Smith Associates 5-512-
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
Project:Remarks:Client:Project No.
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
Mack Hatcher Parkway
Wilbur Smith Associates 5-512-
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
CONSTRUCTION MATERIALS LABORATORY
Source: B-102A Sample No.: ST-1 Elev./Depth: 5.0'-7.0'