GEOTECHNICAL INVESTIGATION EDWIGHT TRUSS BRIDGE RALEIGH COUNTY, WEST VIRGINIA

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1 GEOTECHNICAL INVESTIGATION EDWIGHT TRUSS BRIDGE RALEIGH COUNTY, WEST VIRGINIA STATE PROJECT NO. S341-3/ FEDERAL PROJECT NO. BR-0032(019)D March 2010 NGE, LLC 806 B Street St. Albans, WV 25177

2 GEOTECHNICAL INVESTIGATION EDWIGHT TRUSS BRIDGE REPLACEMENT RALEIGH COUNTY, WEST VIRGINIA NGE PROJECT NO. W10011 SUBMITTED TO: RPM ENGINEERS CHARLESTON, WEST VIRGINIA SUBMITTED BY: NGE ST. ALBANS, WEST VIRGINIA MARCH 2010

3 March 31, 2010 Mr. Jamie Bumgarner, P.E.. RPM Engineers 400 Tracy Way, Suite 200 Charleston, WV Subject: GEOTECHNICAL INVESTIGATION Edwight Truss Bridge Replacement Raleigh County, West Virginia State Project No. S341-3/ Federal Project No. BR-0032(019)D NGE Project No. W10011 Dear Mr. Bumgarner: In accordance with your request, we have performed a geotechnical investigation for the Edwight Truss Bridge Replacement project located in Raleigh County, West Virginia. Authorization to proceed with this project was provided verbally by you. This report presents the results of the field and laboratory investigation performed to determine subsurface conditions at the site, as well as our conclusions and recommendations concerning foundations for the proposed bridge and the approach embankments. We appreciate the opportunity to have assisted you on this project and trust this report satisfies your needs at this time. Please feel free to contact us if you have any questions concerning this report, or if we can provide any further assistance. Sincerely, NGE, LLC Charles E. Montgomery, P.G. Project Manager John E. Nottingham, P.E. Principal Geotechnical Engineer 806 B Street St. Albans, WV (304) tel (304) fax

4 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION DRILLING AND SAMPLING PROCEDURES LABORATORY TESTING LOCAL GEOLOGY AND MINING REVIEW Stratigraphy and Structure Mining Information SUBSURFACE CONDITIONS Abutment No Abutment No Roadway Borings Groundwater Conditions ROADWAY CONCLUSIONS AND RECOMMENDATIONS Slope Stability Analysis General Fill Embankment Recommendations BRIDGE FOUNDATION RECOMMENDATIONS Driven Steel H-Pile Recommendations Drilled Concrete Caisson Recommendations Deep Foundation Lateral Load Considerations Scour Considerations LIMITATIONS APPENDIX A - Plans and Geologic Sections APPENDIX B - Boring Logs APPENDIX C - Laboratory Test Results APPENDIX D - Slope Stability Analysis and Caisson Bearing Calculations APPENDIX E - Rock Core Photographs

5 1.0 PROJECT DESCRIPTION The project consists of a geotechnical investigation for the replacement of the Edwight Truss Bridge in Raleigh County, West Virginia. The bridge will carry County Route 3/2 over Marsh Fork, approximately 0.03 mile north of the intersection with WV Route 3. The new bridge will be constructed immediately downstream of the existing structure. Preliminary bridge plans were furnished by RPM for use in preparation of this report. The replacement bridge will consist of a single-span structure approximately 128 ft. in length. Approximately 292 ft. of roadway work will be required along the east approach and 76 ft. along the west approach. A minor amount of fill is necessary for the east side bridge approach. A plan showing the proposed roadway and bridge alignment, together with the approximate test boring locations is provided on Figure Nos. 1 and 2 in Appendix A. 2.0 DRILLING AND SAMPLING PROCEDURES The geotechnical drilling and sampling for the project was performed by the WVDOH. Full-time field inspection of the drilling and sampling activities was provided by NGE personnel. The borings were performed using a CME skid-mounted rotary drill rig equipped with hollow-stem continuous flight augers. Rock coring was performed using a diamond bit and double tube core barrel sampler. The geotechnical investigation for the bridge and approach work consisted of four structure borings and two roadway borings. The boring locations were specified and staked in the field by the client. The boring locations are shown on Figure Nos. 1 and 2 in Appendix A. The borings were drilled to completion depths ranging from 7.0 to 39.9 ft. below the ground surface. All of the structure borings were extended through the soil overburden and into bedrock. Standard penetration testing (SPT) and sampling was performed in each the structure borings and Boring R-1 at depths as shown on the boring logs in accordance with ASTM D The standard penetration testing was conducted using a hydraulically operated automatic hammer. Boring R-2 was advanced by augering only. 1

6 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 Standard penetration testing is performed by driving a two-inch outside diameter split-barrel sampler into the soil with a 140-lb. hammer dropping a distance of thirty inches. The sampler is driven a distance of eighteen inches in three six-inch increments and the number of blows required to produce the last foot of penetration is termed the Standard Penetration Number or "N" value. These values provide an indication of the consistency or relative density of the soil. A 1-3/8 inch diameter soil/rock sample was obtained from the borings in conjunction with each penetration test. All standard penetration samples were placed in air-tight glass jars. A bag sample of the pavement subgrade was obtained from auger cuttings in Boring R-2 and delivered to the WVDOH materials lab. The two-inch diameter bedrock core samples were placed in partitioned wooden boxes. The rock core recovery percentage and Rock Quality Designation (RQD) values were measured in the field for each run of rock coring. The RQD is the percentage of rock cored which is retrieved in pieces four inches or greater in length. The RQD values can be compared to published information to quantify the quality of the bedrock. Upon completion of drilling, all SPT soil and rock samples were delivered to our laboratory where they were examined by a geotechnical engineer. Soil and rock descriptions, standard penetration numbers, and other pertinent subsurface information are provided on the boring logs in Appendix B. Photographs of the rock core are provided in Appendix E. Groundwater level observations were made by our inspector during drilling operations and after drilling completion. No 24 hours readings were obtained due to collapse of the boreholes. Groundwater observations are presented on the boring logs and discussed in Section 5.5 of this report. 3.0 LABORATORY TESTING Laboratory testing was performed on the soil and bedrock core samples to generally classify the subsurface materials and determine their engineering properties. Laboratory tests consisted of: 2

7 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 Natural Moisture Content Grain Size Distribution Rock Core Compressive Strength Natural moisture content and grain size distribution testing were performed on selected soil samples which were visually determined to be representative of the soil types encountered at the bridge site. These tests aid in classification of the soil material and provide a basis for estimating their engineering properties. Unconfined compression tests were performed on selected samples of rock core obtained from the bridge borings. These tests were performed in accordance with ASTM D-2938 entitled Standard Test Method for Unconfined Compressive Strength on Intact Rock Core Specimens. Results of the laboratory tests are presented in Appendix C. Results of natural moisture content, grain size distribution analysis, and rock core compression tests are also provided on the boring logs. 4.0 LOCAL GEOLOGY AND MINING REVIEW 4.1 Stratigraphy and Structure Geologic data was obtained from various sources including the West Virginia Geologic and Economic Survey (WVGES) in Morgantown, WV, the Geologic Map of West Virginia (WVGES, 1968) and online resources provided by the WVGES. The near-surface strata in the project vicinity are of the Kanawha Formation of the Pennsylvanian System. The Kanawha Formation is composed primarily of sandstone, with shale, siltstone and coal. Along the with New River and Pocahontas Formations, the Kanawha Formation is included within the Pottsville Series, which contains the majority of the coal measures of West Virginia s southern coal field. Included within this formation are the Stockton, Coalburg, Winifrede, Chilton, Williamson, Cedar Grove, Alma, Peerless, Campbell Creek, Powellton, Eagle, Gilbert, and Douglas Coals. 3

8 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 There are no major structural features in the area. Rock strata are dipping to the northwest approximately 3 percent. 4.2 Mining Information Mining research was conducted using the WVGES internet database. Mapping available on the website indicates significant mining has taken place at elevations above the bridge, however, no mining has been conducted below stream level. A telephone call to the WVGES confirmed this information. 5.0 SUBSURFACE CONDITIONS This section of the report provides a generalized description of the subsurface conditions encountered at the location of the proposed bridge. Test boring logs providing detailed information at each boring location are provided in Appendix B. Generalized geologic cross sections illustrating the soil and bedrock stratigraphy have been developed for each abutment location and are provided in Appendix A, Figure Nos. 3 and Abutment No. 1 Boring Nos. S-1 and S-2 were drilled at the location of Abutment No. 1. Soil overburden consisted primarily of silty sand and gravel extending to the top of bedrock. Standard penetration N-values within the soil ranged from 13 to 40 blows per foot, indicating a medium dense to dense relative density. Bedrock was encountered beneath the soil overburden at depths ranging from approximately 12.0 ft. in Boring S-2 (elevation ft.) to 12.9 ft. in Boring S-1 (elevation ft.). Bedrock strata consisted primarily of average hard silty to shaley sandstone. A thin stratum of average hard shale and coal was also present. Samples of the sandstone yielded unconfined compressive strength values 7,950, 6,540, and 3,040 psi. 4

9 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, Abutment No. 2 Boring Nos. S-3 and S-4 were drilled at the location of Abutment No. 2. Fill material consisting of silty sand with rock fragments was encountered to a depth of approximately 7.0 ft. in both borings. Below the fill, natural silty sand and gravel was encountered. Standard penetration N-values within the fill ranged from 2 to 5 blows per foot, indicating a very loose to loose relative density. Standard penetration N-values within the natural sand and gravel ranged from 16 to 28 blows per foot, indicating a medium dense to dense relative density. The sand stratum extended to the top of bedrock in each of the borings. Bedrock was encountered beneath the soil overburden at depths ranging from approximately 19.9 ft. in Boring S-3 (elevation ft.) to 20.4 ft. in Boring S-4 (elevation ft.). Bedrock strata in the two borings consisted of average hard silty to shaley sandstone. Selected core samples of the sandstone yielded unconfined compressive strength values of 8,500, 5,880, and 4,460 psi. 5.3 Roadway Borings Borings R-1 and R-2 were drilled along the proposed realignment of County Route 3/2 on the east approach. Boring R-1 was advanced in a fill embankment area and Boring R-2 was a pavement boring at the intersection of the existing and proposed new roadway. In Boring R-1, natural silty sand and gravel was encountered from the ground surface to auger refusal on bedrock at a depth of 14.5 ft. Standard penetration N-values ranged between 9 and 38 blows per foot of penetration, indicating a loose to dense relative soil density. In Boring R-2, brown silty sand with rock fragments was encountered beneath the asphalt pavement, which had a thickness of 0.5 ft. The silty sand extended to the termination depth of 7.0 ft. A bag sample of auger cuttings was obtained from the boring and delivered to the materials lab of the WVDOH for analysis. 5.4 Groundwater Conditions Groundwater level observations were made by the inspector during the course of the subsurface investigation. Groundwater was noted during standard penetration 5

10 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 testing in each of the borings except Boring R-2 at depths ranging between approximately 8.0 and 15.0 ft. below the existing ground surface. Groundwater measurements obtained at each boring location are provided on the test boring logs. It is emphasized that water used during the rock coring process can significantly influence the water level reading of the open borehole at completion. Also, groundwater levels typically fluctuate and are generally dependent upon seasonal and climatic conditions. 6.0 ROADWAY CONCLUSIONS AND RECOMMENDATIONS The following sections present the results of the stability analysis performed for the west bridge abutment as well as recommendations for design and construction of roadway earthwork. 6.1 Slope Stability Analysis A slope stability analysis was performed for the west side bridge abutment (Abutment No. 2). No stability analysis was deemed necessary for the minor fill embankment on the east side of the bridge since the fill height is less than 10 feet and the foundation soils should provide good support since they are comprised of a sand and gravel mix. The slope stability analysis was performed using the PCSTABL computer program with the modified Bishop method of slices. This program incorporates a search routine to locate the potential failure surface with the lowest factor of safety. The analysis was performed using estimated long-term soil strength parameters. The soil parameters used in the stability analysis were estimated based on the results of the test borings, laboratory testing, published data, and our experience. The results of the stability analysis for Abutment No. 2 indicated a minimum factor of safety of 1.5 which complies with the WVDOH Geotechnical Engineering Department s minimum required value for embankment slopes around bridge abutments. Computer output sheets illustrating the results of the stability analysis are presented in Appendix D. 6

11 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, General Fill Embankment Recommendations We recommend all fill embankments be designed in accordance with DD-404 of the West Virginia Department of Transportation - Division of Highways Design Directives and constructed in accordance with the WVDOH Standard Specifications for Roads and Bridges, latest edition. Based on the preliminary roadway cross sections we were provided, the fill slopes are designed for a 2:1 (H:V) configuration which in our opinion is acceptable. Embankment Settlement The quantity and thickness of new fill embankment is minimal and therefore, embankment settlement should be negligible and is not a concern. 7.0 BRIDGE FOUNDATION RECOMMENDATIONS We recommend the bridge abutments be supported using foundations bearing entirely on bedrock. Given the subsurface conditions at the site, deep foundations are warranted for both abutments. Recommendations for both driven steel H-piles and drilled shaft foundations are presented in the subsequent sections. 7.1 Driven Steel H-Pile Recommendations Steel H-piles driven to refusal on bedrock should provide adequate foundation support for the bridge abutments. Settlement of pile foundations designed and constructed in accordance with the recommendations provided herein will be negligible. Steel H-piles should have a minimum center-to-center spacing of not less than 2.5 times the pile diagonal dimension or 2.5 ft., whichever is greater. The ultimate load capacity of steel H-piles driven to refusal on bedrock will be controlled by the structural capacity of the pile section chosen. The structural capacity should be established in accordance with AASHTO, LRFD Bridge Design th Specifications, 4 Edition. We recommend a pile driveability (wave equation) analysis be performed to evaluate the design pile section and driving system in accordance with 7

12 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 AASHTO LRFD Section The tips of steel piles should be protected by high strength, steel pile points in accordance with WVDOT Standard Specification Our estimated pile tip elevations at each boring location are provided in Table No. 2 below: Table No. 2 - Estimated Driven H-Pile Tip Elevations Boring No. Estimated Pile Tip Elevation (ft.) S S S S We recommend that the following piling notes as provided by the WVDOH be incorporated into the plans with the appropriate blanks filled: PILING: All steel piles shall be HP Steel Bearing Piles, Predrilled and Driven, and shall meet AASHTO M270, Grade 50, requirements. Hardened steel pile points shall be used. The target structural capacity (Factored) is kips per pile at refusal on bedrock. All boreholes shall be predrilled and shall have a minimum diameter of inches (6-inches larger than the pile diagonal dimension). All predrilled boreholes shall be drilled a minimum of 15 feet below the bottom of the pile cap elevations shown on the plans. At the Contractors option, the boreholes may be extended to aid in driving past the boulders anticipated at each abutment. All boreholes shall be backfilled with dry sand prior to driving. A power hammer(s) shall be sized by the Contractor to achieve the target structural capacity without exceeding 45 ksi maximum driving stress at refusal on bedrock. As a minimum, the Contractor shall select a hammer(s) based on wave 8

13 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 equation analysis, such as GRLWEAP for the best and worst driving conditions. Refusal is defined as 20 blows per 1 inch of penetration (20 BPI), or the equivalent; however, the Contractor may exceed 20 BPI, provided the 45 ksi driving stress is not exceeded per the wave equation analysis, in order to penetrate cobbles or small boulders. The hammer(s) information and driving criteria shall be submitted to the Engineer 14 days prior to installation of the first pile; and it shall include the fuel setting(s), the required blows per 1 inch of penetration to achieve the target structural capacity, and the maximum driving stress at refusal. The cost of the wave equation analyses, sand backfill, and pile points shall be included in item , HP Steel Bearing Pile, Predrilled and Driven. Any extra costs, additional mobilization of equipment, or delays associated with pre-drilling shall be at the Contractor s expense. 7.2 Drilled Concrete Caisson Recommendations If desired, drilled concrete caissons can be used as the deep foundation system for the bridge abutments. Settlement of caisson foundations designed and constructed in accordance with the recommendations provided herein will be negligible. The caissons should be drilled through the soil overburden and socketed into competent bedrock. The center-to-center spacing of caissons should be a minimum of four times the caisson diameter. If the center-to-center spacing is less than 6.0 diameters, the sequence of construction should be specified in the contract documents. Temporary steel casing through the soil overburden will be necessary to prevent collapse of soil overburden during caisson construction. Due to the proximity of Marsh Fork, we anticipate concrete will likely have to be placed under wet conditions. In order to achieve the recommended value of unit tip resistance, it is imperative that the caissons be constructed with clean, flat bottoms in accordance with WVDOH Standard Specifications. We recommend that pre-installation core borings be performed at each caisson location to verify the top of rock elevation and condition of bedrock underlying the proposed caisson tip. The pre-installation core borings should extend at least two caisson diameters below the proposed tip elevation. We 9

14 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 recommend the geotechnical engineer or WVDOH Geotechnical Department Personnel inspect the proof cores and verify the adequacy of the design tip elevation at each caisson location. Pre-installation coring procedures should be in accordance with Section 625 of the WVDOT-DOH Standard Specifications for Roads and Bridges, latest edition. In addition, we recommend that cross-hole sonic logging (CSL) be conducted for all drilled shafts in accordance with Section 625 of the WVDOT-DOH Standard Specifications for Roads and Bridges, latest edition. The nominal axial load resistance of caissons should be computed in accordance with Section of the AASHTO LRFD Bridge Design Specifications, th 4 Edition. In accordance with the LRFD code the factored resistance of drilled shafts (R R) should be calculated using the following equation: R R = (ö qp)(q p)(a p) + (ö qs)(q s)(a s) in which: ö qp = Resistance factor for shaft tip resistance (end bearing) ö qs = Resistance factor for shaft side resistance q p = unit tip resistance (ksf) q s = unit side resistance (ksf) A p = area of shaft tip (ft. 2 ) A = area of shaft side surface (ft. 2 ) s Recommended resistance factors, unit tip resistance and unit side friction values for the abutments are provided below. The recommended values are based upon the th AASHTO LRFD Bridge Design Specifications, 4 Edition, recommended procedures provided by the WVDOH Geotechnical Department, our experience, visual examination of the rock core specimens, and results of laboratory unconfined compressive tests. Drilled caisson calculations are presented in Appendix D. ö qp = 0.50 ö qs = 0.55 q p = 206 ksf q s = ksf 1 0

15 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 We recommend the drilled caissons be socketed a minimum of 5.0 feet into bedrock. Based on this minimum socket depth, Table No. 3 provides our recommended minimum caisson tip elevations at each boring location. Table No. 3 - Recommended Minimum Drilled Caisson Tip Elevations Boring No. Substructure Element Minimum Caisson Tip Elev. (ft.) S-1 Abutment No S-2 Abutment No S-3 Abutment No S-4 Abutment No For the purpose of calculating the nominal side resistance, the following elevations provided in Table No. 4 should be considered the top of the rock socket at each boring location: Table No. 4 - Top of Rock Socket Elevations Boring No. Top of Rock Socket Elevation (ft.) S S S S Deep Foundation Lateral Load Considerations The lateral load resistance of deep foundation systems will depend on the stiffness of the foundation element and the lateral resistance of the soil/rock materials in which the foundation element is embedded. The following tables provide our recommended soil and rock parameters for use in an LPILE analysis in determining the 1 1

16 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 lateral load capacity of piles and drilled caissons. The soil and rock parameters are divided by material type as follows: Granular Soil (Silty Sand and Gravel): Moist Unit Weight Soil Parameter Submerged Unit Weight Angle of internal friction Design Value 110 pcf 48 pcf 37 degrees Soil Modulus (k) above water table 90 lb/in 3 Soil Modulus (k) for submerged sand 60 lb/in 3 Static Stress-Strain Modulus (E s) 500 ksf Bedrock: Rock Parameter Design Value Unit Weight Unconfined Compressive Strength Undrained Shear Strength of Rock Mass 145 pcf 870 ksf 200 ksf e Lateral Modulus of Subgrade Reaction Static Stress-Strain Modulus (E s) 7,000 kcf 15,000 ksf 7.4 Scour Considerations Soil overburden at and below streambed level at the site consists primarily of coarse grained gravel and cobbles with some sand. For this reason, a grain size analysis using conventional laboratory sieve methods was not possible. Per the WVDOH Design Directive DD-409, page 3, a riffle pebble count was conducted on a representative section of the Marsh Fork stream bed. A grain size distribution curve based on the pebble count is provided in Appendix C. Based on this curve, the stream bed material has a D 50 = 140 mm and a D 84 = 208 mm. All soils from streambed level to 1 2

17 Edwight Truss Bridge Novel Project No. W10011 Raleigh County, West Virginia March 31, 2010 the top of bedrock are considered to be erodible, if stream flow velocities are high enough. Based on our examination of the bedrock cores and experience, the top two feet of bedrock encountered in the borings is considered as erodible. 8.0 LIMITATIONS 1. This work has been prepared for the exclusive use of RPM Engineers for use in planning and design of the proposed Edwight Truss Bridge located in Raleigh County, West Virginia. The work has been performed in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. 2. In the event that changes in the nature, design or location of the proposed bridge are planned, the conclusions and recommendations presented in this report should not be considered valid unless we have reviewed the changes and modified or verified our conclusions and recommendations. 3. The conclusions and recommendations contained in this report are based in part on the data obtained from the borings and our field observations. The nature and extent of the variations between borings and observation locations may not be evident until construction. If variations become evident during construction, we should be contacted in order that actual conditions can be reviewed and applicable conclusions and recommendations can be re-evaluated. 1 3

18 APPENDIX A BORING LAYOUT AND CROSS SECTIONS

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24 APPENDIX B TEST BORING LOGS

25 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Project Number: W10011 Location: Offset: CL Surface El.: ft. Split Spoon Rock Core Edwight Truss Bridge Raleigh County, West Virginia Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. R-1 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION 975 Brown SILTY SAND and GRAVEL, damp, loose to dense topsoil ( ft.) ft ( A - 4 ) auger 14.5 ft. Bottom of Test 14.5 ft WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: 14.5 ft. Date Boring Started: 3/10/10 Date Boring Completed: 3/10/10 Engineer/Geologist: CEM WVDOH Novel Geo-Environmental Driller: Depth to 24 hrs.: --- Remarks: Water was noted at a depth of 7.0 ft. below the ground surface upon drilling completion. The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual.

26 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Project Number: W10011 Location: Offset: CL Surface El.: ft. Split Spoon Rock Core Edwight Truss Bridge Raleigh County, West Virginia Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. R-2 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION ASPHALT PAVEMENT 0.5 Brown SILTY SAND with rock fragments, damp bag sample obtained ( ft.) 975 ( A ) Bottom of Test 7.0 ft WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: Date Boring Started: Date Boring Completed: Engineer/Geologist: Driller: 7.0 ft. 3/10/10 3/10/10 CEM WVDOH Novel Geo-Environmental Remarks: Boring was noted to be dry during drilling operations and at boring completion. Depth to 24 hrs.: --- The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual.

27 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Project Number: W10011 Location: Offset: 11 LT Surface El.: ft. Split Spoon Rock Core Edwight Truss Bridge Raleigh County, West Virginia Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. S-1 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION 975 Brown to gray SILTY SAND and GRAVEL, damp, dense ( A - 4 ) auger 12.9 ft Dark gray SILTY to SHALEY SANDSTONE, average hard, fine grained Gray SHALE, average hard Gray SANDSTONE with shale laminations, average hard, fine grained vertical fracture ( ft.) - vertical fracture ( ft.) - more shaley from 20.4 ft. 3 - joint spacing = 6 in. to 3 ft Bottom of Test 22.9 ft WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: Date Boring Started: Date Boring Completed: Engineer/Geologist: Driller: 22.9 ft. 3/8/10 3/8/10 CEM WVDOH Novel Geo-Environmental Remarks: Water was noted at a depth of 5.0 ft. below the ground surface upon drilling completion. Depth to 24 hrs.: --- The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual.

28 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Edwight Truss Bridge Raleigh County, West Virginia Project Number: W10011 Location: Offset: 11 RT Surface El.: ft. Split Spoon Rock Core Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. S-2 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION 975 Brown to gray SILTY SAND and GRAVEL, damp, loose to dense ( A - 4 ) ft. - auger 12.0 ft Dark gray SILTY to SHALEY SANDSTONE, average hard, fine grained joint spacing = 6 in. to 1 ft. - unconfined compressive strength ( ft.) = 6,540 psi vertical fracture ( ft.) Dark gray SANDY SHALE, average hard COAL Gray SANDSTONE with shale laminations, soft to average hard, fine grained WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: Date Boring Started: Date Boring Completed: Engineer/Geologist: Driller: 32.0 ft. 3/8/10 3/8/10 CEM WVDOH Novel Geo-Environmental - joint spacing < 6in. to 1 ft. - unconfined compressive strength ( ft.) = 3,040 psi Bottom of Test 32.0 ft Remarks: Water was noted at a depth of 5.5 ft. below the ground surface upon drilling completion. Depth to 24 hrs.: --- The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual. 2-3

29 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Project Number: W10011 Location: Offset: 11 LT Surface El.: ft. Split Spoon Rock Core Edwight Truss Bridge Raleigh County, West Virginia Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. S-3 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION Gray SAND and GRAVEL with shale fragments, damp, loose FILL - 5 ( A b ) Brown SILTY SAND and GRAVEL, damp, medium dense to dense ft ( A - 4 ) 20 Dark gray SILTY to SHALEY SANDSTONE, average hard, fine grained vertical fracture ( ft.) and ( ft.) 25 - joint spacing = 6 in. to 2 ft. - unconfined compressive strength ( ft.) = 8,500 psi WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: Date Boring Started: Date Boring Completed: Engineer/Geologist: Driller: 39.9 ft. 3/9/10 3/10/10 CEM WVDOH Novel Geo-Environmental 96 Remarks: Water was noted at a depth of 13.6 ft. below the ground surface upon drilling completion. Depth to 24 hrs.: --- The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual. 72

30 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Project Number: W10011 Location: Offset: 11 LT Surface El.: ft. Split Spoon Rock Core Edwight Truss Bridge Raleigh County, West Virginia Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. S-3 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION Dark gray SILTY to SHALEY SANDSTONE, average hard, fine grained unconfined compressive strength ( ft.) = 5,880 psi Bottom of Test 39.9 ft WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: Date Boring Started: Date Boring Completed: Engineer/Geologist: Driller: 39.9 ft. 3/9/10 3/10/10 CEM WVDOH Novel Geo-Environmental Remarks: Water was noted at a depth of 13.6 ft. below the ground surface upon drilling completion. Depth to 24 hrs.: --- The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual.

31 Elevation Depth, feet Sample Type Symbol / USCS Project Name: Project Number: W10011 Location: Offset: 11 RT Surface El.: ft. Split Spoon Rock Core Edwight Truss Bridge Raleigh County, West Virginia Shelby Tube Bag Sample Recovery % RQD Penetration Blows / 6 inches HCSI BORING NO. S-4 Moisture % Silt and Clay % Sand % Liquid Limit Plasticity Index MATERIAL DESCRIPTION 980 Gray SAND and GRAVEL with shale fragments, damp, very loose - FILL ( A b ) Brown SILTY SAND and GRAVEL, damp, medium dense to dense ft /5" 960 Dark gray SILTY to SHALEY SANDSTONE, average hard, fine grained - joint spacing = 6 in ft unconfined compressive strength ( ft.) = 4,490 psi WVDOT LOG W10011.GPJ NGELOG.GDT 3/31/ Completion Depth: Date Boring Started: Date Boring Completed: Engineer/Geologist: Driller: 30.4 ft. 3/9/10 3/9/10 CEM WVDOH Novel Geo-Environmental Bottom of Test 30.4 ft Remarks: Water was noted at a depth of 13.5 ft. below the ground surface upon drilling completion. Depth to 24 hrs.: --- The stratification lines represent approximate strata boundaries. In situations, the transition may be gradual.

32 APPENDIX C LABORATORY TEST RESULTS

33 EDWIGHT TRUSS BRIDGE SUMMARY OF LABORATORY TEST RESULTS Soil Testing Boring Depth (ft.) Natural Moisture % Gravel % Sand % Silt/Clay R % B % S S % S % S % S S % S % S % S % Rock Core Testing Boring No. Depth (ft.) Unconfined Compressive Strength (psi) S ,950 S ,540 S ,040 S ,500 S ,880 S ,460

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37 APPENDIX D STABILITY ANALYSIS OUTPUT SHEETS FOUNDATION BEARING CALCULATIONS

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50 APPENDIX E ROCK CORE PHOTOGRAPHS

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