REPORT OF GEOTECHNICAL EXPLORATION

Transcription

1 REPORT OF GEOTECHNICAL EXPLORATION Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia prepared for Parsons Brinckerhoff, Inc. Virginia Beach, Virginia October, 7 Southern Boulevard, Suite Virginia Beach, Virginia 77-- Fax

2 October, Parsons Brinckerhoff, Inc. 77 Bendix Road, Suite Virginia Beach, Virginia Attention: Mr. Rex D. Gilley, P.E Subject: Report of Geotechnical Exploration Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia GER Project No. - GeoEnvironmental Resources, Inc. is pleased to present this revised final report of geotechnical exploration for the above referenced project. We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you will contact us at your convenience with any questions concerning this report or the project in general. Sincerely, GeoEnvironmental Resources, Inc. O N I IA RGIN COM M EALTH OF W V Charles F. P. Crawley, III, P.E... :: -'' Lic. No. 7 FE O PR IN SSI ONAL E NG Charles F. P. Crawley, III, P.E. Assistant Vice President EE R CHARLES F.P. CRAWLEY, III Crystal L. Cox, P.E. Project Engineer Southern Professional Center I 7 Southern Boulevard, Suite Virginia Beach, Virginia (77) - Fax (77) -

3 EXECUTIVE SUMMARY The subsurface conditions at the project site were explored by piezocone penetrometer test (CPTu) soundings and standard penetration test (SPT) soil borings performed to nominal depths ranging from to feet below the existing ground surface or bridge deck surface. Two SPT soil borings were later performed on the north side of the bridge to a nominal depth of feet below the existing ground surface as part of an additional exploration. The subsurface conditions encountered in the borings and soundings were composed of six general stratigraphic layers. These layers include: Very loose to firm clean, slightly silty, silty and clayey SAND with trace gravel Very soft to soft silty and sandy low and high plasticity CLAY with trace gravel and trace organics and high plasticity organic CLAY Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay, trace organics and trace shell fragments Very soft to soft silty and sandy high plasticity and organic CLAY and very loose to loose clayey SAND Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay and trace shell fragments Very stiff sandy high plasticity SILT and firm to dense silty SAND with trace shell fragments The groundwater table was encountered in the overland test borings and soundings at a depth ranging from about to feet below the existing ground surface at the time of exploration. Water depth in Mattox Creek was averaged about feet in VDOT inspection reports. The tidal variation of the Potomac River at Colonial Beach is about feet. Driven prestressed precast concrete piles will be used to support the proposed bridge bents. A pile tip elevation of - feet is estimated to achieve the required nominal bearing resistance for inch square prestressed concrete piles at the overwater bents. To resist the lateral movements associated with the integral abutment bridge, steel H-piles are expected to be used for supporting the abutments. A pile tip elevation of -7 feet is estimated to achieve the required nominal bearing resistance for HP x7 steel piles. Estimated lateral pile response based on the application of provided axial and lateral loads and expected horizontal movements is addressed within. Traditional soil supported widened embankments will be constructed for the southern bridge approach. The northern approach is planned to be partially excavated and reconstructed using lightweight aggregate fill to minimize subsurface settlement. Dewatering will be needed for much of the north embankment reconstruction. Cantilever steel sheet piles will be installed along the east and west sides of the north embankment and abandoned in place. Undercutting and backfilling with aggregate will be required for improving the existing conditions at the base and toe of new slopes to accommodate the embankment widening. Laboratory CBR values on well compacted samples ranged from about to. A design CBR value of is recommended for the existing subgrade at future pavement areas. A design pavement section is provided. GER

4 TABLE OF CONTENTS EXECUTIVE SUMMARY... PAGE i PURPOSE OF EXPLORATION... PROJECT INFORMATION... SITE DESCRIPTION... EXPLORATION PROGRAM... SUBSURFACE CONDITIONS... Soil Stratigraphy... Groundwater... Overwater Testing Locations... Surface Materials... SUBSURFACE EVALUATION... RECOMMENDATIONS... Deep Foundations... Driven Pile Recommendations... Lightweight Fill Embankment... Steel Sheet Piles... Earthen Embankment... Fill and Backfill... Lateral Earth Pressure Parameters... Pavements... Seismic Hazard Parameters... LIMITATIONS... APPENDICES APPENDIX A - Drawings APPENDIX B - Field Test Data APPENDIX C - Laboratory Test Data APPENDIX D - Procedures GER

5 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Purpose of Exploration The purpose of this exploration was to collect geotechnical data overwater and on land near the existing Route bridge over Mattox Creek for use in the design of a replacement bridge. Geotechnical recommendations for design and construction of the project foundations, embankments and pavements are provided based on analysis of the field and laboratory data obtained. Project Information The proposed project will replace the existing bridge on State Route over Mattox Creek near Oak Grove in Westmoreland County, Virginia. A site location map is shown in Figure and Drawing in Appendix A. The existing bridge is approximately 7 feet long with spans and carries lanes of traffic over a tidal creek. A marsh causeway extends for several hundred feet on the northern side of the bridge. The existing bridge is founded on inch diameter piers with each bent consisting of timber piles and cribbing. The bridge foundations have been rehabilitated in the past. We understand the new bridge will be located along the same alignment as the existing bridge and it will have approximately the same length and grades as the existing bridge. We understand there will be some widening to accommodate current geometric standards while minimizing environmental impacts and right-of-way acquisition. Reconstruction of the roadway pavements at the northern and southern ends of the bridge is expected. The new bridge will have overwater bents with piles each and abutments with piles each. Factored axial loads for the bridge bent piles were given as tons for the Strength I load category. Factored axial loads for the abutment piles were given as tons. Each substructure unit will be subject to lateral movements ranging from approximately. of an inch to.7 inches. Grade increases along the roadway centerline will be minimal at the southern approach. The northern approach will receive centerline grade increases ranging from a few inches to approximately. feet. Embankment slopes will be widened on both sides of the roadway to accommodate the road and bridge widening. Approximate depths of new Figure. Site Location Map fill placed over the current embankment slopes range from about to 7 feet. New guard rails will be installed in the widened top of slope. Site Description The project site consists of the existing State Route, also known as James Monroe Highway, and the existing bridge over Mattox Creek. The roadway and bridge are currently asphalt paved. Areas near the southern abutment consist of sands, coastal vegetation, grasses and wooded areas while there is a marsh causeway along the northern abutment and approach. Surface elevations at the site range from about to feet based on provided topographic data. The existing bridge deck elevation currently ranges from. feet (msl) at the southern abutment (Abutment A) and. feet at the northern abutment (Abutment B) based on provided profile drawings. The existing mudline elevation ranges from about feet to -. feet based on soundings taken in included within a provided bridge inspection report dated. Exploration Program The subsurface exploration consisted of the following sampling and testing program: GER

6 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Figure. Testing Location Plan piezocone penetration test (CPTu) soundings from the existing bridge deck to a nominal depth of ft below the mudline. CPTu sounding to a nominal depth of ft below existing grade near the existing northern abutment. seismic piezocone penetration test (SCPTu) sounding to a nominal depth of ft below existing grade near the existing southern abutment. CPTu sounding to a nominal depth of ft below existing grade at the southern approach. standard penetration test (SPT) soil boring from the existing bridge deck to a nominal depth of ft below the mudline. SPT soil borings to a nominal depth of ft below existing grades near the existing abutments. SPT soil boring to a nominal depth of ft below existing grade at the northern approach. SPT soil boring to a nominal depth of ft below existing grade at the southern approach. SPT soil borings to a nominal depth of ft below existing grade at the northern approach performed as part of an additional exploration. pore pressure dissipation (PPD) tests performed at representative cohesive strata depths at selected CPT testing locations. Seismic shear wave velocity testing was conducted in one CPT sounding, near the southern abutment, at -meter intervals shelby tube sample was taken at a representative cohesive strata depth at a selected SPT testing location. bulk samples were collected at the on-land boring locations for laboratory CBR testing. Additional laboratory testing included natural moisture content tests, classification tests, percent fines tests, consolidation test and U-U triaxial strength test. The testing locations and depths were selected by Parsons Brinckerhoff and located in the field by GER. The approximate test locations are shown in Figure and Drawing in Appendix A. Field test results are provided in Appendix B. Laboratory results are included in Appendix C. Exploration and sampling procedures are included in Appendix D. Subsurface Conditions The subsurface conditions encountered at the CPT sounding and soil boring locations are shown on the testing records in Appendix B. The sounding and boring records represent direct measurements and interpretation of the subsurface conditions based on published correlations, visual examination of field samples obtained, and laboratory classification testing on selected samples. The lines designating the interface between various GER

7 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page strata on the testing records represent the approximate interface location. In addition, the transition between strata may be gradual. Water levels shown on the test records represent the conditions only at the time of the field exploration. Standard penetration tests were conducted in the borings at discreet intervals in general accordance with ASTM D. Small disturbed samples were obtained during the test and were used to classify the soil. The resistances also provide a general indication of soil strength and compressibility. A summary of the penetration resistance profile is shown in Figure. The soundings were conducted using an integrated electronic seismic piezocone with a cm tip and a cm friction sleeve. The cone is designed with an equal end area friction sleeve and a tip end area ratio of.. The piezocone dimensions and the operating procedure were in accordance with ASTM D 77. Pore pressure filter elements made of porous plastic were saturated under a vacuum using silicone oil as the saturating fluid. The pore pressure element was mm thick and was located immediately behind the tip (the u location). Tip resistance (q c), sleeve friction (f s) and dynamic pore pressure (u) data were recorded every five centimeters as the cone was advanced into the ground. Soil Stratigraphy Subsurface conditions encountered at the project site were composed of six general stratigraphic layers. Figure and Drawing in Appendix A shows an estimated subsurface profile at the project site based on the interpreted conditions taken from the boring and sounding logs. Variations between this estimated profile and the actual subsurface conditions can be expected. STRATUM consisted of very loose to firm clean, slightly silty, silty and clayey SAND with trace gravel (SP, SP-SM, SM, SC). It was encountered from below the existing ground surface to a depth ranging from about to 7 feet below the existing ground surface depending on testing location. SPT resistances in the soils ranged from blows per foot (bpf) to bpf with an average of bpf. CPT tip resistance within the layer ranged from about to tons per square foot (tsf) and averaged about tsf. Strength parameters are estimated from SPT results at an average º friction angle. Figure. SPT Resistance Profile Strength parameters are estimated from CPT results at an average º friction angle. STRATUM consisted of very soft to soft, silty and sandy, low and high plasticity CLAY with trace gravel and organics (CL, CH) and high plasticity organic CLAY (OH). It was encountered from below Stratum to a depth ranging from about to feet below the existing ground surface depending on testing location. This layer was not encountered at testing location CP-. SPT resistances in this layer ranged from bpf to bpf with an average of bpf. CPT tip resistance within the layer ranged from about to tsf and averaged about tsf. Strength parameters are estimated from SPT results at an average of psf cohesion. Strength parameters are estimated from CPT results at an average of psf cohesion for this layer. STRATUM consisted of very loose to firm clean, slightly silty, silty and clayey SAND with trace to some gravel, trace clay, trace organics and trace shell fragments (SP, SP-SM, SM, SC) and was encountered from below Stratum to a depth ranging from about 7 to feet below the existing ground (drilling) surface depending on testing location. This layer was not encountered at testing location BH- or BH-7. Overwater testing locations BH-, CP- and CP- began in this layer. SPT resistances in the soils ranged from bpf to bpf with an average of bpf. CPT tip resistance within the layer ranged GER

8 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Stratum Stratum MATTOX CREEK Stratum Stratum Stratum Stratum Stratum Stratum Stratum Depth (ft) Stratum Stratum Stratum ASSUMED Figure. Estimated Subsurface Profile from about to tsf and averaged about tsf. Strength parameters are estimated from SPT results at an average º friction angle. Strength parameters are estimated from CPT results at an average º friction angle. Borings and soundings BH-, BH-7 and CP- terminated in this layer. STRATUM consisted of very soft to soft silty and sandy high plasticity and organic CLAY and very loose to loose clayey SAND (CH, OH, SC) and was encountered from below Stratum to a depth ranging from about to feet below the existing ground (drilling) surface depending on testing location. This layer was not encountered at testing locations BH-, BH- and CP-. SPT resistances in the soils ranged from bpf to bpf with an average of bpf. CPT tip resistance within the layer ranged from about to tsf and averaged about tsf. Strength parameters are estimated from SPT results at an average º friction angle average for the sands of this layer and an average of psf cohesion for the cohesive soils of this layer. Strength parameters are estimated from CPT results at an average of psf cohesion for the cohesive soils of this layer. Laboratory results from unconsolidated undrained (UU) compressive strength testing of a sample of high plasticity organic CLAY (OH) encountered at testing location BH- indicated a shear strength of about psf. STRATUM consisted of very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay and trace shell fragments (SP, SP-SM, SM) and was encountered from below Stratum to a depth ranging from about to feet below the existing ground (drilling) surface depending on testing location. SPT resistances in the soils ranged from bpf to bpf with an average of bpf. CPT tip resistance within the layer ranged from about to tsf and averaged about 7 tsf. Strength parameters are estimated from SPT results at an average º friction angle. Strength parameters are estimated from CPT results at an average º friction angle. Testing locations BH-, BH-, BH- and BH-7 terminated in this layer. STRATUM consisted of very stiff sandy high plasticity SILT and firm to dense silty SAND (MH, SM) with trace shell fragments and was encountered from below Stratum to the maximum depth of exploration ranging from about to feet below the existing ground (drilling) surface depending on testing location. SPT resistances in this layer ranged from bpf to bpf with an average of bpf. CPT tip resistance within this layer ranged from about to tsf and averaged about tsf. Strength parameters are estimated from SPT results at an average at an average º friction angle for the sands of this layer and an average of psf cohesion for the silts of this layer. Strength parameters are estimated from CPT results at an average º GER

9 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Figure. Estimated Strength and Stiffness Profiles from CPT friction angle for the sands of this layer and an average of psf cohesion for the silts this layer. Groundwater The groundwater table was encountered in the overland borings and soundings at a depth ranging from about to ft below the ground surface during the exploration. Fluctuations in the groundwater level may occur due to variations in tides, rainfall, evaporation, construction activity, surface runoff and other local factors. Overwater Testing Locations Testing locations BH-, CP- and CP- were located atop the existing bridge deck. The measured distance from the top of the existing bridge deck to the mudline ranged from about to feet depending on testing location. Water depth in Mattox Creek was measured at about feet in VDOT inspection reports. The tidal variation of the Potomac River reported at Colonial Beach is about feet. Surface Materials Asphalt paving measured between and inches in depth at testing locations located within the existing roadway. Sandy upper layer soils were present at testing locations located outside of the existing roadway. Surface material thickness and composition can be expected to vary across the project site. Subsurface Evaluation We have evaluated the project information, site and subsurface conditions described in the preceding sections with regard to the proposed bridge replacement. Prestressed precast concrete piles will be used to support the new bridge bents. The bent piles will be comprised of five, inch square prestressed concrete piles. Eight, inch square prestressed concrete piles were originally considered for supporting the abutments; however, the expected lateral movements for the integral abutments resulted in excessive bending moment for inch prestressed concrete piles. Overwater piles for the new bridge bents should bear in the firm Stratum sand layer. Assuming bearing resistance will be determined based on dynamic measurements and a resistance factor of., the corresponding nominal bearing resistance (ultimate axial capacity) required for the inch prestressed precast concrete piles is tons. A tip elevation of at least - feet is estimated to be required to achieve this resistance for the bent GER

10 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page piles. Estimated nominal bearing resistances for inch square prestressed precast concrete piles of various lengths at overwater locations are provided in Figure and Drawing in Appendix A. These estimates assume that minimal scour below current mudline elevations in the creek will occur. Elevations have been taken from the provided site profile and shall be considered approximate. Steel HP x7 piles will now be used for supporting the abutments due to lateral loading demands. Abutment piles will potentially be subject to downdrag forces due to settlement of the clay layer(s) as a result of fill and riprap placed around the abutments. Abutment piles should also be installed into the firm Stratum sand layers, and the corresponding nominal bearing resistance (ultimate axial capacity) required for the abutment piles is tons excluding drag forces. Estimated nominal bearing resistance along with unfactored drag loads for steel HP x7 piles of various lengths are provided in Figure 7 and Drawing in Appendix A. The corresponding nominal bearing resistance required for the abutment piles with a factored drag load allowance is estimated at approximately tons, which corresponds to a tip elevation of about -7 feet. The use of batter piles should generally be avoided at abutments or other areas that may be susceptible to drag loading. Figure. Estimated -in Pile Resistance, Overwater Locations Lateral response of both overwater and abutment piles was examined using the provided axial and lateral loads for both overwater bents and abutments. Provided displacements from thermal changes were also analyzed for each structure based on a free head condition. Figure and Drawing in Appendix A shows the estimated bending moment versus depth for inch overwater piles under the provided loads and displacements. Figure and Drawings and in Appendix A show estimated bending moment versus depth for the steel H-piles at the abutments under the provided loads and displacements. The northern approach will receive centerline grade increases ranging from a few inches to approximately. feet in the vicinity of Station +. Existing northern approach embankment slopes on both sides of the roadway will be expanded to various widths for the proposed improvements, and we estimate the existing slopes will receive grade increases up to approximately 7 feet. We understand the northern approach has experienced significant settlement over the past several decades. Figure 7. Estimated -in Pile Resistance, Abutment Locations To help mitigate settlement associated with the grade increases, we originally considered a traditional improvement solution of staged embankment construction with preloading to allow time for consolidation to occur prior to fine grading. However, we understand there will be GER

11 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page 7 environmental restrictions which significantly limit the times of the year in which work adjacent to wetlands can occur. As a result, VDOT requested an alternative improvement solution for the northern approach consisting of a pile supported embankment (PSE). We subsequently developed a PSE design for the northern approach that included driving concrete piles, excavating the existing embankment, constructing a geogrid reinforced load transfer platform, and grading and paving in stages. The PSE solution to mitigate settlement of the north approach had its own constructability and cost issues along with the request to install sheeting along the embankment periphery to facilitate dewatering and to contain the construction. After further review, VDOT requested an alternative solution using lightweight fill to minimize settlement from the grade increases. We have re-evaluated the northern approach using lightweight fill to reconstruct the embankments and widen the slopes. Of the various types of lightweight fill available, we have considered lightweight aggregate fill consisting of Expanded Shale, Clay or Slate (ESCS) aggregate in the ¾ to # gradation range to be a technically and economically feasible material for the project. This aggregate material is constructed similar to that of traditional earth fill material and has been used for settlement mitigation purposes on numerous DOT projects throughout the country. We have discussed its use on this project with Carolina Stalite Company, an ESCS producer and distributor in the Mid-Atlantic region, who can supply an expanded slate aggregate having a compacted density on the order of pcf. The objective of using lightweight fill is to minimize net stress increases to the weaker subsurface soils in order to minimize post-construction settlements resulting from the roadway improvements. This stress reduction will require undercutting a portion of the existing earth embankment. We have calculated embankment undercut depths to remove existing material weighing roughly the same as the proposed improvements. Within the existing roadway, this is expected to result in zero net stress increase from the end of the bridge to approximate Station +. Stations further north require deeper undercutting due to having a greater final grade increase. We decided to truncate the embankment undercutting at elevation. due to groundwater and soft soil considerations. However, the net stress increases Depth, feet Depth, feet 7 7 Bending Moment vs. Depth " Bent Pile Bending Moment, kips-in. Loading Case Loading Case LPile, (c) by Ensoft, Inc.,, Figure. Bending Moment versus Depth, inch Precast, Overwater Bending Moment vs. Depth Southern Abutment HPx7 Bending Moment, kips-in. Loading Case Loading Case LPile, (c) by Ensoft, Inc. Figure. Bending Moment versus Depth, Steel HP x7, South Abutment within the existing roadway north of Station + are still expected to be minimal. Stress increases along the new embankment slopes will result in some post-construction settlement, but roughly half of the settlement that would occur with traditional earth fill. A base bid typical section, details and profile for the lightweight aggregate fill improvements on Drawings 7, and in Appendix A. At the southern bridge approach, the proposed roadway grades are essentially the same as 7 GER

12 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page existing grades along the roadway centerline. There are less wetland impacts associated with the roadway widening at this approach, but there are areas on the eastern and western sides of the southern abutment that will require grade increases up to approximately 7 feet. We understand it is not desired to provide any embankment improvements for settlement mitigation south of the bridge since the centerline grades are not increased and since it is not believed that the south side has experienced much settlement in the past. The widened embankment slopes will extend into wetland areas over most of the project limits. Most areas outside the roadway were not accessible to exploration as part of this project. Based on past experience and visual conditions, we expect it will be necessary to undercut one or more feet of existing surface materials at the new slope base and toe in order to improve toe support and provide a more stable surface for slope construction. Crushed stone underlain by geotextile fabric should be used for backfilling undercut excavations at the toe on the southern approach. Lightweight aggregate fill may be used for backfilling toe undercut excavations along the northern approach. It will likely be necessary to provide more excavation in some places and most of this excavation will encounter groundwater or tidal water. We have provided a detail for the base bid undercutting at the toe of slope, shown on Drawing in Appendix A. The Stratum and Stratum high plasticity and organic clays encountered during the exploration will be susceptible to long-term consolidation settlement associated with the grade increases and widened slopes. Along the existing embankment slopes that will be widened, there will be added embankment fill with grade increases ranging from several inches to approximately 7 feet at both the north and south ends of the bridge. Calculated primary consolidation total settlements are estimated to be on the order of inches under maximum soil fill depths beneath the prisms of new fill. We expect total settlements beneath widened slopes constructed with lightweight fill will be slightly less. Laboratory CBR values on well compacted samples taken near the existing abutments ranged from about to. A design CBR value of is appropriate for the existing subgrade. A preliminary pavement design section has been calculated based on the future traffic data shown on the roadway plans. Recommendations The following recommendations are provided based on subsurface data obtained from the site, our engineering analysis of the subsurface conditions encountered, and the project information furnished to us. Deep Foundations Driven prestressed precast concrete piles for supporting the bridge bents and steel H-piles for supporting the abutments should bear within the Stratum sand layers. A base bid tip elevation of - feet is estimated to achieve the required nominal bearing resistance of tons for the inch square driven prestressed concrete piles for the bridge bents. Calculated resistance is shown on Drawing in Appendix A. The estimated resistances assume that minimal scour below current mudline elevations in the creek will occur. The nominal bearing resistance required for the HP x7 abutment piles along with a factored drag load allowance is estimated at approximately tons. This corresponds to a tip elevation of about -7 feet. The unfactored drag load is estimated at approximately tons for nominal inch width pile sections. Estimated lateral response (bending moment) of overwater and abutment pile sections under the provided axial and lateral loads and displacements is shown on Drawings through in Appendix A. Piles should be spaced at least pile diameters center-to-center. A group efficiency of % for axial loads may be used at this spacing. Efficiency for laterally loaded pile groups is typically less than %. Load modification factors for lateral loading at the selected pile spacing should be in accordance with current AASHTO specifications. The axial resistances and estimated lateral responses provided are based on piles driven using conventional impact driving methods. Use of jetting or spudding to facilitate pile installation may adversely affect axial and GER

13 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page lateral pile resistance and these aids should be avoided or minimized to the extent possible. Prior to installing production piles, a test pile program is recommended. As a minimum, one overwater test pile and one test pile at each abutment should be driven. Test piles should generally be feet longer than the estimated pile lengths in case the desired bearing layer is deeper than anticipated and to conduct restriking. Wave equation analysis for bearing and drivability should also be performed prior to and after the test pile installation. Axial and lateral static load testing is the best means for verifying individual pile capacity and movement. The use of the pile driving analyzer (PDA) in place of traditional static load tests has significant economic benefits and has now become commonplace. However, we have found that dynamic testing tends to underpredict ultimate resistance based on our experience in similar soil conditions. We recommend that test pile capacities which are evaluated by dynamic load testing be conducted using refined CAPWAP analysis with measurement data obtained during restrike after 7 or more days from the end of initial driving. Input parameters should be selected based on extensive local experience with similar piles in similar soil conditions and back correlation to results of static loading tests. Installation of all piles should be monitored by the Engineer for any indication of problems. Piles which fail to achieve the specified tip elevation or driving resistance may be subject to rejection unless they are evaluated and determined to be acceptable by the Engineer. Driven Pile Recommendations Piles should be driven to the specified tip elevation with sufficient driving resistance to produce the required safe bearing capacity. Acceptable driving resistance criteria is to be determined by the Engineer following the test pile program. Restriking piles at several days after initial driving may be required to verify soil setup and strength gain. Compatibility of the pile type and installation equipment is essential to produce a foundation that performs satisfactorily. Installation equipment and methods used for the job piles should be the same or similar to that used for the test pile program. Prior to installing piles, the contractor should submit a drivability analysis and data sheets on the proposed driving equipment and installation procedures to the Engineer for evaluation. The energy of the driving hammer should be sufficient enough to install the piles into the Stratum sands without causing fatigue or damage. For the inch square concrete piles, we estimate a hammer energy in the range of, to, ft-lbs will be required. For the steel HP piles, we estimate a hammer energy in the range of, to, ft-lbs will be required. The ratio of the ram weight to the pile weight should generally be in the range of. to. The preference for installing the inch piles is an air or hydraulic impact hammer with a heavier ram weight to avoid over stressing the piles. To the extent possible, pile installation should be a continuous operation without termination of driving until the point of acceptable resistance or embedment is achieved. If driving is temporarily halted, the pile should be redriven to the required depth or to a combination of penetration and resistance that is determined to be acceptable by the Engineer. Lightweight Fill Embankment The base bid improvement section for the north approach embankment consists of undercutting a portion of the existing embankment, installing geosynthetic layers, and constructing the new embankment using lightweight aggregate fill as shown on Drawings 7, and in Appendix A. Lightweight aggregate fill should consist of rotary kiln processed Expanded Shale, Clay or Slate (ESCS) aggregate material having a proven record of soundness and durability, and meeting the following properties: Gradation: ¾ to # Max. compacted wet density: pcf Min. compacted friction angle: deg Min. CBR value: Soundness loss: <% Abrasion resistance: <% Chloride content: < ppm ph value: - GER

14 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Lightweight aggregate should be placed in uniform horizontal layers not exceeding inches in loose thickness. Construction equipment other than for placement and compaction shall not operate directly on the lightweight aggregate. Each layer should be compacted using a vibratory drum roller weighing no more than tons static weight. The minimum number of roller passes is two and the maximum number of passes is. Static rolling of the first layer(s) may be required at elevations close to the groundwater table to minimize pumping of the subgrade. The compacted wet density of the lightweight aggregate should be determined using a modified version of AASHTO T that consists of placing the aggregate in a standard. cubic foot bucket in equal layers and compacting each layer using blows of a. lb hammer dropped from inches. One layer of geotextile fabric should be placed on the prepared subgrade after excavation for material separation purposes. Geotextile should conform to Section of the VDOT Road and Bridge Specifications for subgrade stabilization fabric. One layer of triaxial geogrid should be placed directly over the geotextile fabric for base stabilization and to facilitate material compaction over soft subgrade. The stiffness and rigidity of the geogrid are more important than its tensile strength. Recommended minimum geogrid properties are as follows: Aperture shape: triangular Junction efficiency: % Aperture stability:. kg-cm/deg Radial kn/m The geogrid and geotextile should tie into the phasing sheet piles and perimeter sheet piles by upturning inches minimum as shown on Drawing in Appendix A. It is imperative that the geogrid and geotextile is pulled taught and firmly secured to the subgrade and sheet pile edges during filling in order to develop the necessary tension. Phasing sheet piles will be cut off at the bottom of pavement grade and abandoned in place. It may be necessary to confine and stabilize slopes constructed with lightweight aggregate beyond that of standard VDOT practice for earth slopes. Use of permanent turf reinforcement mats along with topsoil and vegetative cover should be considered. The contractor should be prepared for extensive dewatering needs and excavating into soft/wet material to accomplish the prescribed improvements. Steel sheet piles installed along the periphery of the northern approach should be used to assist in dewatering and earthwork efforts. Steel Sheet Piles A row of cantilevered steel sheet piles will be installed along each toe of slope along the new northern embankment and along the maintenance of traffic (MOT) phasing line. The sheet piles will be designed and installed by the contractor and abandoned in place. Sheet piles installed along the toe of slope for the northern approach should have a top elevation located above the normal high tide level. The tip of the sheet piles will reach the Stratum sand layer per VDOT instructions, so the resulting length of sheeting is on the order of feet. The selected sheet pile section should be sufficient enough to allow installation into Stratum without damage or misalignment to the piles. Sheet piles installed for the MOT phasing should have a sufficient section and length to laterally support the retained material and surface loads and to withstand installation through the existing embankment into the subsurface soils. Earthen Embankment Existing embankment slopes should be cleared and stripped of all vegetation, topsoil and other unsuitable materials. Embankment construction materials, means and methods should follow all applicable VDOT standards and specifications. The embankment subgrade should be composed of relatively firm suitable soils that are free of debris, organic and loose material. This should be verified by a field inspector prior to constructing fill. If unsuitable subgrade materials are encountered, the Engineer should be notified. GER

15 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Embankment slopes that will be widened into wetland and other soft soil areas will encounter unsuitable materials that require improvement. A base bid toe improvement at locations south of the bridge consists of undercutting feet beneath the base of the widened slope and backfilling with VDOT # stone underlain by geotextile fabric. Drawing in Appendix A shows a toe undercut and backfill detail. Temporary work platforms over soft soils may be required to construct the embankments. Work platform locations, depths and materials should be approved by the Engineer. Excavated materials may be reused for the embankment widening provided that they meet the criteria under Fill and Backfill. Some of the Stratum sandy soils are expected to meet this criteria. Existing suitable materials will likely require drying to a suitable moisture content prior to reuse. Highly plastic soils and those containing excessive clay, organic, muck or deleterious materials should not be used within the embankment cross section. Fill materials, construction and compaction should be monitored and approved by a qualified field inspector during construction. At all times during construction, surface drainage should be managed to prevent water accumulation on the subgrade and erosion of the embankment slopes. Earth embankment slopes should be protected from erosion. Topsoil or mulch with vegetation underlain by geosynthetic erosion control mats are believed to be the most cost effective erosion control alternative. Fill and Backfill Representative samples of each proposed fill material should be collected before filling operations begin and tested to determine maximum dry density, optimum moisture content, natural moisture content, gradation, plasticity and CBR. These tests are needed for quality control during construction and to determine if the fill material is acceptable. Select material conforming to Type I, II or III by Section 7 of the VDOT Road and Bridge Specifications should be used for grading and backfilling in the structure and pavement areas. Compacted material in structure and pavement areas should have a minimum CBR value of. Select material as above or suitable material meeting AASHTO M7 should be used for the southern approach embankment widening. Fill and backfill soils should be spread in thin, even layers not exceeding inches loose thickness prior to compaction. Each layer of soil should be compacted to achieve no less than percent of the laboratory maximum dry density as determined by VTM-. The moisture content of fill soils should be maintained within ± percentage points of the optimum moisture content determined from the laboratory Proctor density test. Fills should be free of debris and deleterious materials and have a maximum particle size diameter less than inches. The fill surface must be adequately maintained during construction. The fill surface should be compacted smooth and properly graded to improve surface runoff while construction is temporarily halted. Excavations to receive backfill should not be left open for extended periods. Where backfill is required in excavations that penetrate the groundwater table, an initial to in layer of #7 crushed stone should be used to serve as a stable base for compaction of subsequent lifts of fill. Groundwater should be lowered below the crushed stone elevation by pumping prior to compacting the soil. Fill should not be placed on wet or frozen ground. Fill which becomes softened from excess moisture should be aerated and recompacted to acceptable levels, removed and replaced with new compacted fill, or as otherwise directed by the Engineer. Lateral Earth Pressure Parameters The following general soil properties may be assumed for typical local select fill material when placed and compacted properly: Angle of Internal Friction, (deg.)... Soil-Concrete Coefficient of Friction (tan ). Cohesion / Adhesion, c a (psf)... Moist Unit Weight, (pcf)... Active Pressure Coefficient, K a*... At-Rest Pressure Coefficient, K o*... Passive Pressure Coefficient, K p* GER

16 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page Retaining walls that are permitted to tilt at the top may be designed for the active state lateral pressures. The minimum movement typically required for the active pressure condition is approximately.h for sand soils and.h for clay soils, where H is the height of the wall. Near corners and at other areas where the wall is restrained at the top and these minimum movements do not occur, walls should be designed for at-rest lateral pressures. For simplicity, equivalent fluid pressures may be used for design. The following pressures per foot of wall height and per foot of wall length may be used where relief of hydrostatic pressure is provided: Active State*... At-Rest State*... psf psf *For a frictionless wall, level back slope and no surcharge. Pavements A design CBR value of is appropriate for the existing soils based on the laboratory CBR test results. A preliminary pavement section for the project based on the traffic data provided is:. in SM-.D Surface Course. in IM-.A Intermediate Course. in BM-. Base Course. in Size B Untreated Aggregate Base Pavement materials, design and construction should be in accordance with applicable provisions of current VDOT standards and specifications. At all times during construction, positive surface drainage should be maintained to prevent water accumulation on the subgrade. Pavement and subgrade deterioration often occurs from construction traffic and placement of asphalt surface courses should be delayed as long as possible to allow any base and subgrade corrections to be made as a result from heavy equipment damage. Pavement construction is best suited for the traditionally drier summer and fall months to minimize deterioration of the subgrade soils. Use of geogrid or geotextile fabric products can be incorporated into the design if warranted by conditions at the time of construction. After completion of rough grading, the exposed subgrades should be proofrolled to detect pockets of soft or otherwise unsuitable material. Proofrolling should be conducted after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. A loaded dump truck or other heavy rubber tired construction equipment should be used for proofrolling. Prior to paving, density testing and a second proofroll should be performed on the aggregate base material to determine if localized areas have degraded due to construction traffic or moisture problems. Seismic Hazard Parameters The following seismic hazard parameters based on the General Procedures are estimated for the site (7 AASHTO spectrum for 7 percent probability of exceedance in 7 years): Peak Ground Acceleration, PGA.... Short Period Spectral Response, S S.... Long Period Spectral Response, S.... Site Class... D Site Factor, F pga.... Site Factor, F a.... Site Factor, F v.... Adjusted Design Parameter, A S.... Adjusted Design Parameter, S DS.... Adjusted Design Parameter, S D....7 Limitations The analyses and recommendations provided are based in part on project information provided to us. They only apply to the specific project and sites discussed in this report. If the project information section in this report contains incorrect information or if additional information is available, you should convey the correct or additional information to us and retain us to review our recommendations. Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions between borings will be different from those at specific boring locations and that conditions will not be as anticipated by the designers or contractors. In addition, the construction process may itself alter soil conditions. Unanticipated conditions should be reported to the design team along with timely recommendations to solve the problems encountered. GER

17 Route over Mattox Creek, Westmoreland County, VA October, GER Project No. - Page GeoEnvironmental Resources, Inc. has performed its services expressly for our client and its client using that degree of care and skill ordinarily exercised under similar conditions by reputable members of our profession practicing in the same or similar locality. No other warranty, expressed or implied, is made. Third parties that rely on this report recognize that environmental and geologic conditions can vary from those encountered at the times and locations where data are obtained, and that the limitation on available data may result in some level of uncertainty with respect to the interpretation of those conditions, despite due professional care. GER

18 APPENDIX A DRAWINGS GER

19 VICINITY MAP PROJECT LOCATION SITE SOURCE: Google Earth Imagery Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA SITE LOCATION PLAN Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia PROJECT NUMBER - DRAWING NUMBER

20 LEGEND: Piezocone (CPTu) Penetration Testing Location Standard Penetration Test (SPT) Soil Boring Location NOTES: The field test locations were not surveyed and may be several meters from the locations indicated. The locations shown shall be considered approximate. CP- Scale: NOT TO SCALE. BH- CP- BH- CP- BH- CP- CP- BH- BH- BH- BH-7 Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA TESTING LOCATION PLAN Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia PROJECT NUMBER - DRAWING NUMBER

21 NON-NORMALIZED SOIL BEHAVIOR TYPE* Depth (ft) 7 CP- S fs (tsf) B qt (tsf) T BH- 7 Stratum BH- 7 CP- S fs (tsf) B qt (tsf) T Stratum Stratum Stratum Stratum Stratum CP- S fs (tsf) B qt (tsf) T MATTOX CREEK BH- CP- S fs (tsf) B qt (tsf) T Stratum Stratum BH- Stratum Stratum Stratum Stratum CP- S fs (tsf) B qt (tsf) T BH- BH- ASSUMED BH-7 Sensitive Fine Grained (Silts & Clays) Organic Soils to Peat Clay Clay to Silty Clay Clayey Silt to Silty Clay Sandy Silt to Clayey Silt Silty Sand to Sandy Silt Sand to Silty Sand Sand Gravelly Sand to Sand Very Stiff Fine Grained (Silt & Clay) Very Dense Sand to Clayey Sand Soil behavior type is the classification of the soil based on its behavior and not necessarily the actual soil type. Explanation 7 Borehole Lithology BH- Borehole Number SPT Blows Lithology Graphics Water Level Reading at time of drilling. Asphalt SM, Silty Sand SP, Poorly-graded Sand Slightly silty, poorly graded sand Water Level Reading after drilling. SC, Clayey Sand CH, High Plasticity Clay OH, High Plasticity Organic silt or clay CL, Low Plasticity Clay MH, High Plasticity Silt Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene Stratum : Very loose to firm clean, slightly silty, silty and clayey SAND with trace gravel Stratum : Very soft to soft silty and sandy low and high plasticity CLAY with trace gravel and trace organics Stratum : Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay, trace organics and trace shell fragments Stratum : Very soft to soft silty and sandy high plasticity and organic CLAY and very loose to loose clayey SAND Stratum : Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay and trace shell fragments Stratum : Very stiff sandy high plasticity SILT and firm to dense silty SAND NOTES: The subsurface conditions presented are based on the data collected at specific boring locations only. Actual subsurface conditions will likely vary from those indicated. Elevations and strata depths shall be considered approximate. GERGeoEnvironmental Resources, Inc. Consulting Engineers GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA SUBSURFACE PROFILE Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia PROJECT NUMBER - DRAWING NUMBER

22 Soil parameters estimated from various published empirical correlations. Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA CPT SOIL PARAMETERS Route over Mattox Creek Bridge Replacement Westmoreland County, VA PROJECT NUMBER - DRAWING NUMBER

23 - in Precast - Compressive in Precast - Tensile - Approximate Pile Tip Elevation (ft) En viro nmental Groun dwater Hazard ous Materials G eo technical Ind ustrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers - Nominal Bearing Resistance of Pile (Tons), Overwater GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA Nominal Bearing Resistance Overwater Locations Rte over Mattox Creek Bridge Replacement Project Number Drawing Number -

24 - HP x7 - Compressive HP x7 - Tensile - HP x7 - Drag Load - Approximate Pile Tip Elevation (ft) En viro nmental Groun dwater Hazard ous Materials G eo technical Ind ustrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers - Nominal Bearing Resistance of Pile (Tons), Abutment GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA Nominal Bearing Resistance Abutment Locations Rte over Mattox Creek Bridge Replacement Project Number Drawing Number -

25 Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA EMBANKMENT IMPROVEMENT SECTION Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia PROJECT NUMBER - DRAWING NUMBER 7

26 Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA EMBANKMENT IMPROVEMENT DETAILS Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia PROJECT NUMBER - DRAWING NUMBER

27 MIN. EMBANKMENT UNDERCUT GRADE Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers NORTH APPROACH PROFILE ALONG SURVEY BASELINE Not to Scale GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA EMBANKMENT IMPROVEMENT PROFILE Route over Mattox Creek Bridge Replacement Westmoreland County, Virginia PROJECT NUMBER - DRAWING NUMBER

28 Bending Moment vs. Depth NOTES: Depth, feet 7 7 " Bent Pile Bending Moment, kips-in.,, Load Case Axial Load = kips Lateral Displacement =.7 in Load Case Axial Load = kips Lateral Displacement =. in Load Applied = Top of Pile Head Condition = Free Top of Pile Elevation = feet Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers Loading Case Loading Case LPile, (c) by Ensoft, Inc. GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA LATERAL RESPONSE: in Precast Overwater Route over Mattox Creek Bridge Replacement Westmoreland County, VA PROJECT NUMBER - DRAWING NUMBER

29 Bending Moment vs. Depth NOTES: Southern Abutment HPx7 Bending Moment, kips-in. 7 Load Case Axial Load = kips Lateral Displacement =.7 in Load Case Axial Load = kips Lateral Displacement =.77 in Load Applied = Top of Pile Head Condition = Free Top of Pile Elevation =. feet Depth, feet Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers Loading Case Loading Case LPile, (c) by Ensoft, Inc. GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA LATERAL RESPONSE: HPx7 South Abutment Route over Mattox Creek Bridge Replacement Westmoreland County, VA PROJECT NUMBER - DRAWING NUMBER

30 Bending Moment vs. Depth NOTES: Northern Abutment Bending Moment, kips-in. Load Case Axial Load = kips Lateral Displacement =.7 in Load Case Axial Load = kips Lateral Displacement =.77 in Load Applied = Top of Pile Head Condition = Free Top of Pile Elevation =.7 feet Depth, feet Environmental Groundwater Hazardous Materials Geotechnical Industrial Hygiene GERGeoEnvironmental Resources, Inc. Consulting Engineers Loading Case Loading Case LPile, (c) by Ensoft, Inc. GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA LATERAL RESPONSE: HPx7 North Abutment Route over Mattox Creek Bridge Replacement Westmoreland County, VA PROJECT NUMBER - DRAWING NUMBER

31 APPENDIX B FIELD TEST DATA GER

32 APPROXIMATE TESTING LOCATIONS Rte. over Mattox Creek Testing Location STA O/S Notes: BH + ' RT Rte., est. BH 7+ ' RT BH + ' RT BH + ' RT BH + ' RT BH + ' LT BH 7 + ' LT CP +77 ' LT CP + ' LT CP +7 ' LT CP + ' LT CP + ' RT Rte., est. GER

33 TEST BORING RECORDS The enclosed test boring records represent our interpretation of the subsurface conditions encountered at the specific boring locations at the time explorations were made based on visual examination of the field samples obtained and selected laboratory classification testing if performed. The lines designating the interface between various strata on the boring records represent the approximate interface location. In addition, the transition between strata may be more gradual than indicated. Water levels shown represent the conditions only at the time of the field exploration. It is possible that soil and groundwater conditions between the individual boring locations will be different from those indicated. Boring surface and strata elevations, if shown, shall be considered approximate and are referenced to project datum shown on the plans or described in the geotechnical report unless noted otherwise. GER

34 BORING LOG LEGEND KEY TO DRILLING SYMBOLS Split Spoon Sample (ASTM D ) Water Table at Time of Drilling H.S.A. Hollow Stem Auger Drilling Water Table after hrs. M.R. Mud Rotary Wash Drilling Undisturbed Sample (ASTM D 7) Boring Cave In PP Pocket Penetrometer (tsf) Rock Coring (ASTM D ) Loss of Drilling Fluid Auger Refusal REC RQD Core Recovery (%) Rock Quality Designator (%) Roller Cone Advanced Roller Cone Refusal SCR Solid Core Recovery (%) Seepage into Borehole Approximate Strata Change Depth Different Soil Types Approximate Strata Change Depth Similar Soil Types CORRELATION OF RELATIVE DENSITY AND CONSISTENCY WITH STANDARD PENETRATION TEST RESISTANCE (ASTM D ) SPT RESISTANCE (N) IN BLOWS PER FOOT SPT N RELATIVE DENSITY SAND & GRAVEL SPT N CONSISTENCY SILT & CLAY Very Loose Loose Firm Dense Very Dense Very Soft Soft Firm Stiff Very Stiff Hard Very Hard ROCK QUALITY FRACTURES, JOINT SPACING AND BEDDING RQD (%) DIAGNOSTIC DESCRIPTION ROCK PARAMETER FIELD/LAB RATIO SPACING JOINTS BEDDING Very Poor Poor Fair Good Excellent.... to.7.7 to. Less than " " to ' ' to ' ' to ' More than ' Very Close Close Moderately Close Wide Very Wide Very Thin Thin Medium Thick Very Thick HARDNESS WEATHERING Very Hard - Breaking specimens requires several hard hammer blows Hard - Hard hammer blow required to detach specimens Moderately Hard - Light hammer blow required to detach specimens Medium - May be scratched /" deep by a knife or nail, breaks into several pieces by light hammer blow Soft - Can be gouged readily by knife or nail, corners and edges broken by finger pressure Very Soft - May be carved with a knife and readily broken by finger pressure Fresh - Fresh rock, bright crystals, no staining Slight - Minimum stainaing and discoloration, open joints contain clay Moderate - Significant portions of rock shows staining and discoloration, strong rock fragments Severe - All rock shows staining, rock fabric evident but reduced strength Very Severe - All rock shows staining, rock mass effectively reduced to soil with strong rock fragments remaining Complete - Rock reduced to soil with rock fabric not discernable Resistance of a standard -inch O.D.,.7-inch I.D. split spoon sampler driven by a pound hammer free-falling inches. after Terzaghi and Peck, after D. U. Deere,, 7 GER

35 MAJOR DIVISIONS SOIL CLASSIFICATION CHART (ASTM D 7) SYMBOLS GRAPH LETTER TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS (LITTLE OR NO FINES) GW GP WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN % OF COARSE FRACTION RETAINED ON NO. SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM GC SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN % OF MATERIAL IS LARGER THAN NO. SIEVE SIZE SAND AND SANDY SOILS CLEAN SANDS (LITTLE OR NO FINES) SW SP WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES MORE THAN % OF COARSE FRACTION PASSING ON NO. SIEVE SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SC SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES ML INORGANIC SILTS, CLAYEY SILTS, SILT-VERY FINE SAND MIXTURES, ROCK FLOUR FINE GRAINED SOILS MORE THAN % OF MATERIAL IS SMALLER THAN NO. SIEVE SIZE SILTS AND CLAYS LOW PLASTICITY LIQUID LIMIT LESS THAN HIGH PLASTICITY LIQUID LIMIT GREATER THAN CL OL MH CH INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY, SANDY, SILTY, & LEAN CLAYS ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY INORGANIC SILTS AND MICACEOUS, DIATOMACEOUS AND ELASTIC SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, MUCK, SWAMP SOILS WITH VERY HIGH ORGANIC CONTENTS OTHER SOILS UNCONTROLLED FILLS DECOMPOSED OR PARTIALLY WEATHERED ROCK DISTURBED SOILS WITH POSSIBLE DEBRIS AND RUBBLE, OLD CONSTRUCTION WASTES, NON-ENGINEERED BACKFILLS TRANSITIONAL MATERIAL BETWEEN SOIL AND ROCK WHICH MAY RETAIN THE RELICT STRUCTURE OF THE PARENT ROCK Plasticity Index Low Plasticity Soils Results Not Possible Clay/Silt Atterberg Limits Low Plasticity Clay (CL) Low Plasticity Silt (ML) High Plasticity Soils High Plasticity Clay (CH) High Plasticity Silt (MH) U-Line A-Line 7 Liquid Limit BOULDERS: COBBLES: GRAVEL: Coarse - Fine - SANDS: Coarse - Medium - Fine - SILTS & CLAYS: PARTICLE SIZE IDENTIFICATION PLASTICITY INDEX (PI) & SHRINK-SWELL POTENTIAL None Slight or Low Medium to High High to Very High ADDITIONAL RELATIVE DESCRIPTIVE VALUES Trace < % Little < % but > % Greater than mm ( in.) 7 mm to mm ( - in.). mm to 7 mm (.7 - in.).7 mm to. mm (# -.7 in.). mm to.7 mm. mm to. mm.7 mm to. mm Less than.7 mm Some < % but > % And > % GER

36 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.):. S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T Silty SAND (SM) Loose, brown, fine to coarse, with trace gravel Clean SAND (SP) Firm, brown and gray, fine to medium Silty SAND (SM) Loose, brown, fine to coarse, with trace gravel Silty, Low Plasticity CLAY (CL) Soft to very soft, brown and gray Client: Parsons Brinckerhoff Drill Method: " Mud Rotary - - Slightly Silty SAND (SP-SM) Loose, orange and tan, fine to medium - TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Clayey SAND (SC) Loose to very loose, gray and orange, fine to medium Silty, Low Plasticity CLAY (CL) Soft, gray Sandy, High Plasticity CLAY (CH) Soft to very soft, gray Silty, High Plasticity CLAY (CH) Very soft, gray Sandy, High Plasticity CLAY (CH) Very soft, gray GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

37 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.):. Client: Parsons Brinckerhoff Drill Method: " Mud Rotary S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T - Silty, High Plasticity CLAY (CH) Very soft, gray (continued) - - Slightly Silty SAND (SP-SM) Loose, gray and dark gray, fine to medium Slightly Silty SAND (SP-SM) Firm, dark gray, fine to medium, with trace shell fragments Boring terminated at feet. - - TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

38 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T inches ASPHALT Elevation (ft.):. Client: Parsons Brinckerhoff Silty SAND (SM) Loose to very loose, brown and gray, fine to medium, with trace gravel Slightly Silty SAND (SP-SM) Loose, brown, fine to coarse, with trace gravel Drill Method: " Mud Rotary - Silty, High Plasticity CLAY (CH) Soft, brown and gray TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Clean SAND (SP) Loose, brown, fine to medium, with some gravel Silty SAND (SM) Loose, brown, fine to coarse, with trace to little gravel Slightly Silty SAND (SP-SM) Loose, gray, fine to medium, with trace clay and trace organics Slightly Silty SAND (SP-SM) Loose, gray, fine to medium Slightly Silty SAND (SP-SM) Firm, gray, fine to coarse, with little to some gravel Clayey SAND (SC) Very loose to loose, gray, fine to medium GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

39 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.):. S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T Clayey SAND (SC) Very loose to loose, gray, fine to medium (continued) Slightly Silty SAND (SP-SM) Firm, gray, fine to medium Client: Parsons Brinckerhoff Slightly Silty SAND (SP-SM) Firm, dark gray, fine to medium, with trace gravel Drill Method: " Mud Rotary Silty SAND (SM) Firm, dark gray, fine to medium, with trace shell fragments TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Sandy, High Plasticity SILT (MH) Very stiff, dark gray, with trace shell fragments Silty SAND (SM) Firm, dark gray, fine to medium, with trace shell fragments GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

40 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.):. Client: Parsons Brinckerhoff Drill Method: " Mud Rotary S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T - Silty SAND (SM) Firm, dark gray, fine to medium, with trace shell fragments (continued) Boring terminated at feet TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

41 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.): -. Client: Parsons Brinckerhoff Drill Method: " Mud Rotary S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T Silty SAND (SM) Very loose, dark gray, fine to coarse, with trace shell fragments Silty SAND (SM) Very loose to loose, gray, fine to medium TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Silty SAND (SM) Firm, gray, fine to coarse, with trace shell fragments Sandy, High Plasticity CLAY (CH) Very soft, light gray Clean SAND (SP) Loose, gray, fine to medium Silty SAND (SM) Firm, dark gray, fine to medium, with trace shell fragments 7 GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

42 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.): -. Client: Parsons Brinckerhoff Drill Method: " Mud Rotary S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T - Silty SAND (SM) Firm, dark gray, fine to medium, with trace shell fragments (continued) TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

43 GeoEnvironmental Resources, Inc. Project: Rte. Over Mattox Creek TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, Geotechnical & Industrial Engineering Consultants GER Project Number: - Boring No. BH- Sheet No. of Location: Wesmoreland County, Virginia Driller: Fishburne Date Drilled: // Depth (ft.):. Elevation (ft.): -. Client: Parsons Brinckerhoff Drill Method: " Mud Rotary S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T Silty SAND (SM) Firm, dark gray, fine to medium, with trace - shell fragments (continued) Boring terminated at feet TEST BORING RECORD WITH SPT & GRAPH GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

44 TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring #: BH- (Page of ) Project: Rte. Over Mattox Creek Location: Wesmoreland County, Virginia GER Project Number: - Driller: Fishburne Date Drilled: // Drill Method: " Mud Rotary Depth (ft.):. S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T inches ASPHALT Elevation (ft.):. Client: Parsons Brinckerhoff Silty SAND (SM) Firm to loose, gray, fine to coarse, with trace to some gravel Silty SAND (SM) Loose, gray, fine to coarse, with trace gravel Hammer Type: Automatic Clayey SAND (SC) Very loose, dark gray, fine to medium, with trace gravel TEST BORING RECORD WITH HAMMER INFO GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Organic High Plasticity CLAY (OH) Soft to very soft, gray, with trace gravel Slightly Silty SAND (SP-SM) Loose, gray, fine to medium Silty SAND (SM) Very loose, gray, fine to coarse, with trace clay and trace gravel Silty SAND (SM) Very loose to firm, gray, fine to coarse, with trace gravel GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

45 TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring #: BH- (Page of ) Project: Rte. Over Mattox Creek Location: Wesmoreland County, Virginia GER Project Number: - Driller: Fishburne Date Drilled: // Drill Method: " Mud Rotary Depth (ft.):. Elevation (ft.):. S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T Silty SAND (SM) Very loose to firm, gray, fine to coarse, with trace gravel (continued) Client: Parsons Brinckerhoff Hammer Type: Automatic Silty SAND (SM) Firm, dark gray, fine to medium TEST BORING RECORD WITH HAMMER INFO GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

46 TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring #: BH- (Page of ) Project: Rte. Over Mattox Creek Location: Wesmoreland County, Virginia GER Project Number: - Driller: Fishburne Date Drilled: // Drill Method: " Mud Rotary Depth (ft.):. Elevation (ft.):. Client: Parsons Brinckerhoff Hammer Type: Automatic S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T - Silty SAND (SM) Firm, dark gray, fine to medium (continued) Boring terminated at feet TEST BORING RECORD WITH HAMMER INFO GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

47 TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring #: BH- (Page of ) Project: Rte. Over Mattox Creek Location: Wesmoreland County, Virginia GER Project Number: - Driller: Fishburne Date Drilled: // Drill Method: " Mud Rotary Depth (ft.):. Elevation (ft.):. S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T inches ASPHALT Clayey SAND (SC) Loose, gray and brown, fine to coarse, with trace gravel Silty SAND (SM) Loose to very loose, gray and brown, fine to coarse Sandy, Low Plasticity CLAY (CL) Very soft, gray and brown Client: Parsons Brinckerhoff Silty SAND (SM) Very loose to firm, gray and brown, fine to coarse Hammer Type: Automatic TEST BORING RECORD WITH HAMMER INFO GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Silty, High Plasticity CLAY (CH) Stiff, dark gray, with little to some wood fragements Silty SAND (SM) Firm to very loose, gray, fine to coarse Organic High Plasticity CLAY (OH) Soft, dark gray Silty, High Plasticity CLAY (CH) Very soft to firm, dark gray Clean SAND (SP) Firm, gray fine to medium Silty SAND (SM) Firm, gray, fine to coarse, with some gravel and trace clay Boring terminated at feet. 7 GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

48 TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring #: BH- (Page of ) Project: Rte. Over Mattox Creek Location: Wesmoreland County, Virginia GER Project Number: - Driller: Connelly Associates Date Drilled: // Drill Method: -/" H.S.A. Depth (ft.):. Elevation (ft.):. Client: Parsons Brinckerhoff Hammer Type: Automatic S Elevation Depth Lithology Water Material Description Ground Uncorrected ft m m Comments P Penetration Resistance (blows/foot) ft T inches ASPHALT 7 With Crushed Stone Silty SAND (SM) Firm, brown, fine to medium, with trace gravel Silty SAND (SM) Loose, orange, fine to medium, with trace gravel and trace clay - Silty SAND (SM) Very loose, gray and brown, fine to medium, - with trace clay TV =. ksf Sandy, High Plasticity CLAY (CH) - Soft, brown and gray Silty SAND (SM) Firm, gray, fine to medium, with trace gravel Clayey SAND (SC) Firm, gray and orange, fine to medium, with trace gravel Silty SAND (SM) Loose to firm, gray, fine to medium TV =. ksf TEST BORING RECORD WITH HAMMER INFO GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Silty SAND (SM) Loose, gray, fine to coarse, with trace gravel Boring terminated at feet. GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

49 TEST BORING RECORD Environmental, Groundwater, Hazardous Materials, GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring #: BH-7 (Page of ) Project: Rte. Over Mattox Creek Location: Wesmoreland County, Virginia GER Project Number: - Driller: Connelly Associates Date Drilled: // Drill Method: -/" H.S.A. Depth (ft.):. Elevation ft - Elevation (ft.):. Lithology Material Description Ground Water m ft m T inches TOPSOIL Silty SAND (SM) Loose, brown, fine to medium, with trace clay Silty SAND (SM) Very loose, orange, fine to medium, with trace gravel - Sandy, Low Plasticity CLAY (CL) Soft to very soft, gray and brown TV =. ksf - Depth Client: Parsons Brinckerhoff Comments TV =. ksf S P Hammer Type: Automatic Uncorrected Penetration Resistance (blows/foot) Organic High Plasticity CLAY (OH) Soft, brown Sandy, High Plasticity CLAY (CH) Soft, brown and gray, with trace lenses of organic material TV =. ksf TEST BORING RECORD WITH HAMMER INFO GER SPT.GPJ GEOENVIRONMENTAL RESOURCES.GDT // Silty SAND (SM) Very loose to loose, gray, fine to medium Silty SAND (SM) Firm to dense, gray, fine to coarse, with trace gravel Boring terminated at feet GeoEnvironmental Resources, Inc. 7 Southern Boulevard, Suite Virginia Beach, VA

50 VDOT BORING LOGS

51 DEPTH (ft) ELEVATION (ft) - - S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH STABILIZED AT. ft AFTER HOURS FIELD DESCRIPTION OF STRATA. /. Silty SAND Loose, brown, fine to coarse, with trace gravel SM. /. Clean SAND Firm, brown and gray, fine to medium SP. / -. Silty SAND Loose, brown, fine to coarse, with trace gravel SM 7. / -. Silty, Low Plasticity CLAY Soft to very soft, brown and gray CL. / -. Slightly Silty SAND Loose, orange and tan, fine to medium SP-SM BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) / -. Clayey SAND Loose to very loose, gray and orange, fine to medium SC. / -. Silty, Low Plasticity CLAY Soft, gray CL 7. / -. Sandy, High Plasticity CLAY Soft to very soft, gray CH. SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia. / -. Silty, High Plasticity CLAY Very soft, gray CH. / -. Sandy, High Plasticity CLAY Very soft, gray CH. / -. PAGE OF BH-

52 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH STABILIZED AT. ft AFTER HOURS FIELD DESCRIPTION OF STRATA Silty, High Plasticity CLAY Very soft, gray CH BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) - -. / -. Slightly Silty SAND Loose, gray and dark gray, fine to medium SP-SM - 7. / -. Slightly Silty SAND (SP-SM) Firm, dark gray, fine to medium, with trace shell fragments SP-SM Borehole terminated at. ft below the ground surface. SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia PAGE OF BH-

53 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA 7 SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: STATION: LATITUDE:. N SURFACE ELEVATION:. ft FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA. /. inches ASPHALT ASPH. / 7. Silty SAND Loose to very loose, brown and gray, fine to medium, with trace gravel SM. /. Slightly Silty SAND Loose, brown, fine to coarse, with trace gravel SP-SM. / -. Silty, High Plasticity CLAY Soft, brown and gray CH - Rte over Mattox Creek Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER 7. / -. Clean SAND Loose, brown, fine to medium, with some gravel SP. / -. Silty SAND Loose, brown, fine to coarse, with trace to little gravel SM BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%). FINES CONTENT -# (%) SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia. / -. Slightly Silty SAND Loose, gray, fine to medium, with trace clay and trace organics SP-SM. / -. Slightly Silty SAND Loose, gray, fine to medium SP-SM 7. / -. Slightly Silty SAND Firm, gray, fine to coarse, with little to some gravel SP-SM. / -. Clayey SAND Very loose to loose, gray, fine to medium SC PAGE OF BH-

54 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) / -. Slightly Silty SAND Firm, gray, fine to medium SP-SM. / -. Slightly Silty SAND Firm, dark gray, fine to medium, with trace gravel SP-SM 7. / -. Silty SAND Firm, dark gray, fine to medium, with trace shell fragments SM -.. SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia / -. Sandy, High Plasticity SILT Very stiff, dark gray, with trace shell fragments MH 77. / -. Silty SAND Firm, dark gray, fine to medium, with trace shell fragments SM. PAGE OF BH-

55 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) Borehole terminated at. ft below the ground surface. SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia PAGE OF BH-

56 DEPTH (ft) ELEVATION (ft) - - S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION: -. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA. / -. Silty SAND Very loose, dark gray, fine to coarse, with trace shell fragments SM 7. / -. Silty SAND Very loose to loose, gray, fine to medium SM BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia 7. / -. Silty SAND Firm, gray, fine to coarse, with trace shell fragments SM. / -7. Sandy, High Plasticity CLAY Very soft, light gray CH 7. / -. Clean SAND Loose, gray, fine to medium SP. / -7. Silty SAND Firm, dark gray, fine to medium, with trace shell fragments SM.... PAGE OF BH-

57 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION: -. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia 7..7 PAGE OF BH-

58 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: LOCATION: STRUCTURE: - Rte over Mattox Creek STATION: LATITUDE:. N SURFACE ELEVATION: -. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) - - Borehole terminated at. ft below the ground surface. SPT_LOGB: VDOT SPT.GPJ:..7::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia PAGE OF BH-

59 SPT_LOGAB: VDOT SPT.GPJ:..::// UNDR. SHEAR STRENGTH (psf) DEPTH (ft) 7 ELEVATION (ft) S O I L REMARKS: Rig Type: Track. SOIL RECOVERY (%) Copyright, Commonwealth of Virginia 7 STANDARD PENETRATION TEST HAMMER BLOWS 7 FIELD DATA 7 SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: - LOCATION: Rte over Mattox Creek STRUCTURE: STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA. /. inches ASPHALT ASPH. / 7. Silty SAND Firm to loose, gray, fine to coarse, with trace to some gravel SM. /. Silty SAND Loose, gray, fine to coarse, with trace gravel SM. / -. Clayey SAND Very loose, dark gray, fine to medium, with trace gravel SC 7. / -. Organic High Plasticity CLAY Soft to very soft, gray, with trace gravel OH 7. / -. Slightly Silty SAND Loose, gray, fine to medium SP-SM. / -. Silty SAND Very loose, gray, fine to coarse, with trace clay and trace gravel SM 7. / -. Silty SAND Very loose to firm, gray, fine to coarse, with trace gravel SM BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL 7 LAB DATA PLASTICITY INDEX PI 7 MOISTURE CONTENT (%)... FINES CONTENT -# (%). PAGE OF BH-

60 UNDR. SHEAR STRENGTH (psf) DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: - LOCATION: Rte over Mattox Creek STRUCTURE: STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) / -. Silty SAND Firm, dark gray, fine to medium SM SPT_LOGAB: VDOT SPT.GPJ:..::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia 7 PAGE OF BH-

61 UNDR. SHEAR STRENGTH (psf) DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: - LOCATION: Rte over Mattox Creek STRUCTURE: STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI MOISTURE CONTENT (%) FINES CONTENT -# (%) Borehole terminated at. ft below the ground surface. SPT_LOGAB: VDOT SPT.GPJ:..::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia PAGE OF BH-

62 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: - LOCATION: Rte over Mattox Creek STRUCTURE: STATION: LATITUDE:.7 N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): " Mud Rotary SPT Method: Automatic Hammer Other Test(s): Driller: Fishburne Drilling Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA. /. inches ASPHALT ASPH. /. Clayey SAND Loose, gray and brown, fine to coarse, with trace gravel SC. /. Silty SAND Loose to very loose, gray and brown, fine to coarse SM. / -. Sandy, Low Plasticity CLAY Very soft, gray and brown CL. / -. Silty SAND Very loose to firm, gray and brown, fine to coarse SM. / -. Silty, High Plasticity CLAY Stiff, dark gray, with little to some wood fragements CH. / -. Silty SAND Firm to very loose, gray, fine to coarse SM 7. / -. Organic High Plasticity CLAY Soft, dark gray OH. / -. Silty, High Plasticity CLAY Very soft to firm, dark gray CH BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LIQUID LIMIT LL LAB DATA PLASTICITY INDEX PI 7 MOISTURE CONTENT (%)... FINES CONTENT -# (%). SPT_LOGB: VDOT SPT.GPJ:..::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia. / -. Clean SAND Firm, gray fine to medium SP. / -. Silty SAND Firm, gray, fine to coarse, with some gravel and trace clay SM Borehole terminated at. ft below the ground surface. PAGE OF BH-

63 DEPTH (ft) ELEVATION (ft) S O I L STANDARD PENETRATION TEST HAMMER BLOWS 7 FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: - LOCATION: Rte over Mattox Creek STRUCTURE: STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): / " H.S.A. SPT Method: Automatic Hammer Other Test(s): Driller: Connelly Associates Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA. /. inches ASPHALT With Crushed Stone ASPH. /. Silty SAND Firm, brown, fine to medium, with trace gravel SM. /. Silty SAND Loose, orange, fine to medium, with trace gravel and trace clay SM. / -. Silty SAND Very loose, gray and brown, fine to medium, with trace clay SM. / -. Sandy, High Plasticity CLAY Soft, brown and gray CH. / -. Silty SAND Firm, gray, fine to medium, with trace gravel SM 7. / -. Clayey SAND Firm, gray and orange, fine to medium, with trace gravel SC. / -. Silty SAND Loose to firm, gray, fine to medium SM BH- PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LAB DATA LIQUID LIMIT LL PLASTICITY INDEX PI MOISTURE CONTENT (%) - 7 SPT_LOG: VDOT SPT.GPJ:..::// - - REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia. / -. Silty SAND Loose, gray, fine to coarse, with trace gravel SM Borehole terminated at. ft below the ground surface. PAGE OF BH-

64 DEPTH (ft) ELEVATION (ft) - S O I L STANDARD PENETRATION TEST HAMMER BLOWS FIELD DATA SOIL RECOVERY (%) SAMPLE LEGEND SAMPLE INTERVAL CORE RECOVERY (%) R O C K ROCK QUALITY DESIGNATION STRATA DIP JOINTS STRATA LEGEND PROJECT #: - LOCATION: Rte over Mattox Creek STRUCTURE: STATION: LATITUDE:. N SURFACE ELEVATION:. ft Date(s) Drilled: // - // Drilling Method(s): / " H.S.A. SPT Method: Automatic Hammer Other Test(s): Driller: Connelly Associates Logger: GER GROUND WATER FIRST ENCOUNTERED AT. ft DEPTH FIELD DESCRIPTION OF STRATA. /. inches TOPSOIL TOPS. /. Silty SAND Loose, brown, fine to medium, with trace clay SM. /. Silty SAND Very loose, orange, fine to medium, with trace gravel SM. / -. Sandy, Low Plasticity CLAY Soft to very soft, gray and brown CL BH-7 PAGE OF OFFSET: LONGITUDE: 77.7 W COORD. DATUM: NAD LAB DATA LIQUID LIMIT LL PLASTICITY INDEX PI MOISTURE CONTENT (%) -. / -. Organic High Plasticity CLAY Soft, brown OH - 7. / -. Sandy, High Plasticity CLAY Soft, brown and gray, with trace lenses of organic material CH - -. / -. Silty SAND Very loose to loose, gray, fine to medium SM -. / -. Silty SAND Firm to dense, gray, fine to coarse, with trace gravel SM SPT_LOG: VDOT SPT.GPJ:..::// REMARKS: Rig Type: Track. Copyright, Commonwealth of Virginia Borehole terminated at. ft below the ground surface. PAGE OF BH-7

65 CPTu SOUNDINGS References: ASTM D 77, Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils, Annual Book of ASTM Standards, Vol.., American Society for Testing and Materials, January. Lunne, T., Robertson, P.K., and Powell, J.J.M., Cone Penetration Testing in Geotechnical Practice, Spoon Press, 7. Riaund, J. L. and Miran, J., The Cone Penetrometer Test, Publication No. FHWA-SA--, Final Report, U.S. Department of Transportation, Federal Highway Administration, February. Contractor: Procedures: Limitations: ConeTec, Inc. The CPT is a profiling tool described in ASTM D 77 and various other publications. No physical soil sampling is conducted during the test. A compression model electronic piezocone penetrometer with a cm tip and a cm friction sleeve was used. The cone is designed with an equal end area friction sleeve and a tip end area ratio of.. Prior to testing, the cone internal force transducers were calibrated in a laboratory. At the beginning of each sounding, the cone was outfitted with a vacuum-saturated, mm thick porous plastic pore pressure element that is located immediately behind the tip (the u location). The cone was advanced using a -ton hydraulic ramset mounted in a -ton truck or on a -ton tracked vehicle. As the cone was advanced into the ground, tip resistance (qc), sleeve friction (fs) and dynamic pore water pressure (u) were recorded every. centimeters (approximately every one inch). The enclosed testing records represent an interpretation of the subsurface conditions encountered at the specific testing locations at the time explorations were made. It is possible that subsurface conditions between testing locations will be different from those indicated. Strata contacts and surface elevations, if shown, shall be considered approximate and are referenced to project datum shown on the plans or described in the geotechnical report unless noted otherwise. GER

66 CPT SOIL BEHAVIOR TYPE (SBT) KEY TO SBT COLORS SHOWN ON CPT LOGS Notes Soil behavior type is the classification of the soil based on its behavior and not necessarily the actual soil type. GER

67 GER Job No: - Date: :: : Site: Rte. Bridge Sounding: CP- Cone: :TFU qt (tsf) fs (tsf) Rf (%) u (ft) SBTn Sands Undefined Sands Gravelly Sand to Sand Clays Sands Gravelly Sand to Sand Sands Sands Sands Depth (feet) 7 Refusal Refusal Refusal Refusal Max Depth:. m /. ft Depth Inc:. m /. ft Avg Int: Every Point File: CPA.COR Unit Wt: SBT Chart Soil Zones Sands SBT: Lunne, Robertson and Powell, 7 Page No: of Silt Mixtures Clays Silt Mixtures Silt Mixtures Sands Sands Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures

68 Casing Casing Casing Casing GER qt (tsf) fs (tsf) Job No: - Date: :: : Site: Rte. Bridge Rf (%) u (ft) Sounding: CP- Cone: :TFU SBTn Undefined Gravelly Sand to Sand Gravelly Sand to Sand Sands Gravelly Sand to Sand Silt Mixtures Sands Sands Sands Gravelly Sand to Sand Sands Sands Sands Sands Depth (feet) Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures 7 Silt Mixtures Silt Mixtures Refusal Refusal Refusal Refusal Undefined Max Depth:. m / 7. ft Depth Inc:. m /. ft Avg Int: Every Point File: CP.COR Unit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 7 Page No: of

69 GER Job No: - Date: :: : Site: Rte. Bridge Sounding: CP- Cone: :TFU qt (tsf) fs (tsf) Rf (%) u (ft) SBTn Depth (feet) Casing Casing Casing Casing 7 Undefined Sands Gravelly Sand to Sand Sands Sands Undefined Undefined Sands Gravelly Sand to Sand Gravelly Sand to Sand Sands Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Refusal Refusal Refusal Refusal Silt Mixtures Undefined Max Depth:. m / 7. ft Depth Inc:. m /. ft Avg Int: Every Point File: CP.COR Unit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 7 Page No: of

70 Core Core Core Core GER qt (tsf) fs (tsf) Job No: - Date: :: : Site: Rte. Bridge Rf (%) u (ft) Sounding: CP-b Cone: :TFU SBTn Undefined Undefined Sands Silt Mixtures Clays Clays Clays Silt Mixtures Clays Sands Silt Mixtures Clays Depth (feet) 7 Clays Silt Mixtures Sands Sands Sands Sands Silt Mixtures Sands Sands Sands Silt Mixtures Clays Sands Sands Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Silt Mixtures Refusal Refusal Refusal Refusal Max Depth:. m /.7 ft Depth Inc:. m /. ft Avg Int: Every Point File: CPB.COR Unit Wt: SBT Chart Soil Zones Silt Mixtures Silt Mixtures Undefined SBT: Lunne, Robertson and Powell, 7 Page No: of

71 GER qt (tsf) fs (tsf).... Job No: - Date: :: : Site: Rte. Bridge Rf (%).... u (ft) Sounding: CP- Cone: :TFU SBTn Undefined Sands Clays Sands Sands Gravelly Sand to Sand Sands Gravelly Sand to Sand Silt Mixtures Silt Mixtures Depth (feet) Clays Silt Mixtures Silt Mixtures Silt Mixtures Sands Clays Silt Mixtures Sands Clays Silt Mixtures 7 Max Depth:. m /.77 ft Depth Inc:. m /. ft Avg Int: Every Point File: CP.COR Unit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 7 Page No: of

72 VDOT SOUNDING LOGS

73 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION:. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

74 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION:. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// - - REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

75 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) - FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION: -. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// - - REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

76 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) - FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION: -. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

77 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION: -. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

78 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION: -. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

79 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION:.7 COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: 7 ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

80 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77.7 W SURFACE ELEVATION:.7 COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: 7 ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// - - REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

81 CONE PENETROMETER TEST LOG DRILLER: ConeTec CONE TYPE: Piez. CONE SIZE: sq. cm CONE ID No.: DEPTH (ft) ELEVATION (ft) FRICTION f s (tsf) CONE RESISTANCE q t (tsf) CP- PROJECT #: - LOCATION: Rte over Mattox Creek PAGE OF STATION: OFFSET: LATITUDE:. N LONGITUDE: 77. W SURFACE ELEVATION:. COORD. DATUM: NAD BENCHMARK LOCATION: DATE(S) DRILLED: * SOIL BEHAVIOR TYPE // - // GROUNDWATER: ft depth LOGGER: GER PORE PRESSURE u (tsf). SENSITIVE FINE GRAINED ORGANIC MATERIAL CLAY SILTY CLAY TO CLAY CLAYEY SILT TO SILTY CLAY SANDY SILT TO CLAYEY SILT SILTY SAND TO SANDY SILT SAND TO SILTY SAND SAND GRAVELLY SAND TO SAND VERY STIFF FINE GRAINED SAND TO CLAYEY SAND CPT_LOG: VDOT CPT.GPJ:..7::// - REMARKS: Copyright, Commonwealth of Virginia * Campanella and Robertson () Friction Ratio correlation PAGE OF CP-

82 SHEAR WAVE VELOCITY TESTS GER

83 Shear Wave Velocity- CPT- Rte Bridge - December, Shear Wave Velocity (ft/s) Depth Below Grade (ft) 7 7