Table of Contents

INTRODUCTION ...... 1 General Geologic and Mining Conditions ...... 2 Drilling and Laboratory Testing ...... 3 SUBSURFACE CONDITIONS ...... 3 Substructures ...... 3 Abutment 1 ...... 4 Abutment 2 ...... 4 Groundwater ...... 5 Scour Potential ...... 5 Lateral Pressure ...... 6 ANALYSIS ...... 6 Settlement Analysis ...... 6 ...... 6 Drivability Analysis ...... 6 RECOMMENDATIONS ...... 7 Limitations ...... 9

LIST OF APPENDICES

SITE PLAN AND PROFILE FENCE PLOT FINAL BORING LOGS PHOTOGRAPHS CALCULATIONS WEAP ANALYSIS LABORATORY RESULTS

INTRODUCTION

This report presents the results of our geotechnical investigation for the proposed Moore Bridge replacement project. The project site is located on State Route (SR) 7 over Little Fishing Creek in Wetzel County, near New Martinsville, WV. The site is approximately 5.3 miles east-southeast of New Martinsville and approximately 3.4 miles east-southeast of the intersection of SR 20 and SR 7.

Project Site 39.605194º N 80.771611º W

Excerpt of the Porter Falls, Pine Grove, New Martinsville and Wileyville WV USGS Quadrangle Maps

This investigation was performed by, and prepared for, the West Virginia Division of Highways (WVDOH) Engineering Division’s In-House Design Section, located in the Charleston Central Office. The scope of this geotechnical investigation satisfies the requirements of AASHTO LRFD Bridge Design Specifications, Section 10, as adopted by the WVDOH.

Based on the preliminary site plans and our site visit, we anticipate the bridge will be a single span structure, with integral abutments supported by piles bearing on . Based on information provided by the bridge designer, the maximum factored pile loading per pile for the integral abutments will be approximately 346.1 kips.

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General Geologic and Mining Conditions

A geologist visited the area and performed limited office research of readily available information. Our research found that no scour borings have been drilled by the state at this site. The general geologic setting and previous mining history were reviewed for potential geotechnical problems.

Based on the West Virginia Geologic and Economic Survey (WVGES) web page, this project is located in the Appalachian Plateau Physiographic Province. The province is characterized by relatively flat lying rocks which have gentle folds of broad frequency and low amplitude that range in age from Ordovician Period (early Paleozoic Era) to Permian Period (late Paleozoic Era). These rocks were deeply eroded after the last stage of mountain building during the Appalachian Orogeny. Based on the WVGES Wetzel County geologic map, dated 1909, there are several structural folds in the region; however, the one that is controlling the underlying structure of the rock beneath the subject bridge is the Washington Anticline which is located approximately 3,500 feet to the east of the project. The strata has a regional strike of approximately N 38o E and dips at approximately 1.1o to the northwest. In the immediate vicinity of the project the strike is approximately N 10o W with a dip of 0.5o west.

Rock strata in the vicinity of the project range in age from the Monongahela (late Pennsylvanian) to Dunkard (early Permian). The Monongahela Formation lies below drainage while the Dunkard Formation is exposed at the surface. Both formations are composed primarily of non-marine cyclic sequences of sandstone, siltstone, shale, limestone and coal. Coal seams found in the vicinity of the project area include in descending stratigraphic order the following: Washington, Washington A, Waynesburg, Uniontown, Sewickley, Redstone and Pittsburgh. Mapping found on the WVGES coal bed mapping website does not indicate mining in the area; however, two mineable seams are beneath the project area.

The project is situated at an elevation of approximately 690 ft. above mean sea level (amsl). The Washington Coal seam is situated at an elevation of approximately 600 ft. amsl and is approximately 39 inches thick. The Pittsburgh Coal seam is situated at an approximate elevation of 180 ft. amsl and is approximately 36 inches thick. It is our opinion that both of these seams are of mineable thickness and could be mined in the distant future. They are situated below drainage in the area and would be difficult to access at this time. Based on our review of the WVDEP Interactive Mapping and the WVGES Coal Bed Mapping web pages, there appears to be no active mining permits in the area.

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Drilling and Laboratory Testing

The field portion of the work consisted of drilling four (4) structural borings (C-1 through C-4) near the ends of the proposed bridge. One (1) additional boring (S-1) was located on the hillside to the southwest of the proposed bridge to determine if there may be any issues relative to the stability of the slope since the project will require cutting into the hillside. Additionally, one of the pavement borings, (P-1) was advanced to the top of rock and then 5 feet of rock was cored. Boring P-1 is aligned perpendicular to the southwestern slope and can be utilized in conjunction with boring S-1 to determine slope stability. The borings are located as shown on the attached Site Plan and were drilled between December 9th and December 17th, 2015 by WVDOH Materials Control, and Testing Division’s (MCS&T) drilling crews.

Soil was sampled at 5-foot intervals to refusal on rock using a split-spoon sampler (AASHTO method T 206). Automatic type hammers were used to drive the sampler and obtain blow counts per 6-inches of penetration. The last two consecutive sets of blow counts were summed to give the N-value. N-values are presented on the Final Boring Logs included with this report.

With the exception of P-1, the borings were advanced into rock a minimum of 10 feet using a solid core barrel. As previously stated, P-1 was advance only 5 feet. NQ sized rock core samples were obtained and photographed. The core samples were placed in wooden core boxes and the spoon samples were placed in air-tight glass jars, both of which were delivered to the MCS&T office located in Charleston, West Virginia. Photographs of the rock core are included in this report.

The samples were examined by a geologist who verified layer thicknesses and visually classified the geomaterials. A bag sample of the stream bed material was collected during drilling operations and delivered to the MCS&T laboratory for analysis and classification in accordance with ASTM standards. The results of the analysis can be found in the Appendix of this report.

SUBSURFACE CONDITIONS

Substructures

From visual observations and the subsurface drilling, it appears that the at the proposed Abutment 1 consists primarily of alluvial deposits made up of silty and sandy while the soil around Abutment 2 also consist of alluvial deposits made up of silty and sandy clay but is somewhat coarser with the addition of and . In general, the soils at Abutment 1 are extremely soft to

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Page 4 medium stiff while the soils at Abutment 2 are soft to medium stiff as well as very loose to medium dense.

At Abutment 1 bedrock generally consists of very soft to soft claystone at depths ranging from 11.0 to 24.6 feet. Generally, the rock is intact; however, there are zones that are broken to very broken. At Abutment 2 bedrock generally consists of soft to hard siltstone at depths ranging from 16.3 to 31.3 feet. Generally, the rock is intact; however, there are zones that are broken to very broken. The table below lists the depths and corresponding elevations of the encountered bedrock at each boring location.

BORING DEPTH TO ELEVATION OF BORING ELEVATION BEDROCK BEDROCK ABUTMENT 1 C-1 691.1 11.0 680.1 C-2 693.5 15.0 678.3 ABUTMENT 2 C-3 689.1 16.5 672.6 C-4 689.0 16.3 672.7

Abutment 1

Abutment 1 borings, C-1 and C-2, encountered alluvial deposits to depths of 11.0 and 15.0 feet respectively. The deposits consisted primarily of silty and sandy clay as well as sandy .

Boring C-1 encountered 5.0 feet of soft, brown sandy silt which was underlain by 6.0 feet of medium stiff, brown silty clay. Boring C-2 encountered 10.0 feet of medium stiff, brown sandy clay. This was underlain by 5.0 feet of extremely soft, grey silty clay.

The bedrock consists mainly of broken to very broken, reddish brown to grey, silty claystone that was very soft to soft. In the lower 0.9 feet of Boring C-2 soft, grey siltstone was encountered.

Abutment 2

Abutment 2 borings, C-3 and C-4, encountered alluvial deposits to depths of 16.5 and 16.3 feet respectively. The deposits consisted primarily of sandy clay, clayey and sandy silt as well as sand and gravel.

Boring C-3 encountered 15.0 feet of soft to medium stiff, brown and grey sandy clay which was underlain by 1.5 feet of hard, brown and grey, clayey silt. S352-7-10.07

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Broken pieces of sandstone (IGM) was present from 15.0 to 16.5 feet. Boring C-4 encountered 5.0 feet of soft, brown sandy silt. This was underlain by 5.0 feet of very loose, brown silty sand. From a depth of 10.00 feet to 16.3 feet the soil consisted of medium dense, brown and grey gravel and sand. From a depth of 15.0 to 16.3 feet the soil also contained broken pieces of siltstone (IGM).

The bedrock consists mainly of broken to very broken, grey, siltstone that was very soft to hard. In Boring C-3 the siltstone was encountered from depths of 17.7 to 26.5 feet while in boring C-4 the siltstone was encountered from 17.5 to 31.3 feet in depth. In both borings the siltstone had a 1.2 feet layer of reddish brown, soft claystone over it. In Boring C-3 the claystone was encountered from depths of 16.5 to 17.7 feet while in boring C-4 the claystone was encountered from 16.3 to 17.5 feet in depth.

Groundwater

Groundwater levels were recorded by the drillers and are shown on the boring logs. Immediate water elevations were encountered during the drilling operations in all of the borings. Immediate water levels are tabulated below:

Boring Number Water Depth (ft.) Water Elevation (ft. a.m.s.l.) C-1 9.0 682.1 C-2 9.3 684.2 C-3 8.8 680.3 C-4 4.0 685.0

It is believed that the normal groundwater elevation will correlate closely with the normal pool elevation of 682.5 feet above mean sea level (ft. a.m.s.l.) for the stream at this location.

Scour Potential

Our records indicate no scour borings were performed at this site in the past. Our visual examination of the stream banks indicate that alluvial material (primarily silt, sand, gravel and cobbles) is present which should be considered erodible. At Abutment 1, bedrock is approximately 2.5 to 4 feet below the water surface and covered by the alluvial material. At Abutment 2, bedrock is approximately 10 feet below the water surface and covered by the alluvial material. It is anticipated that less than 1 foot of bedrock may be susceptible to scour.

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Lateral Pressure

For the abutments and wing walls, or other retaining structures, we recommend lateral pressures design parameters as follows:

Lateral Pressure Design Parameters

Active coefficient (Ka) 0.36 Passive coefficient (Kp) 2.77 At-rest coefficient (Ko) 0.53 Moist Unit Weight 125 pcf Existing Ground Angle 28°

The at-rest coefficient should be used where retaining structures are constrained from movement or for integral abutments.

ANALYSIS

Settlement Analysis

Steel H-pile foundations bearing on rock are anticipated for Abutment 1 and at Abutment 2. Therefore, settlement of the structure is considered negligible by the geotechnical engineer. Minimal fill is anticipated for the approaches and only minor immediate settlement is anticipated at the site.

Slope Stability Analysis

Minimal fill placement is anticipated for the replacement structure. It is anticipated that fill depths behind Abutment 1 on original ground will range between 4.6 to 7.1 feet. It is anticipated that fill depths behind Abutment 2 on original ground will range between 9.9 to 10.0 feet. It is our opinion that slope stability will not be a concern.

Drivability Analysis

End-of-driving analysis was performed using GLRWEAP 2010 to determine appropriate hammer and pile sizes for the given loads. Common hammers known to be in use in West Virginia were used in the analysis. The factored vertical load per pile is 346.1 kips at each abutment (1,384.4 total kips per abutment divided among 4 piles); therefore, the target capacity (two times the factored vertical load) to be achieved during driving is 692.2 kips per pile. Based on this analysis, it was determined that HP14x89 piles are the minimum size

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Page 7 required to prevent overstressing during driving to the target capacity using an appropriately sized hammer.

For analysis purposes, the side resistance was estimated based on Section 10.4.6.2.4 and Section 10.7.3.8.6 of the AASHTO LRFD. Since pre-drilling of the piles will be required at this site, the estimated side resistance should be based on the sand backfill and additional resistance of native soils below the pre- drilled depth. For analysis purposes only, the total resistance from side resistance is two (2) percent for both abutments.

From the analysis, suitable open-ended diesel hammers were found to have a nominal rated capacity between approximately 29,600 ft-lbs and 58,400 ft-lbs, and their suitability is dependent on the fuel setting used. Hammer refusal is defined as 20 blows per 1 inch of penetration (20 BPI), or an equivalent approved by the Engineer, such that the target capacity is achieved without overstressing the pile. Due to the softness of the rock encountered, it has been deemed necessary to require two consecutive sets of refusal BPI. A table presenting the suitability of the hammers used in our analysis along with their respective fuel settings and refusal BPI can be found in the Suggested Pile Note of the RECOMMENDATIONS section of this report. If the contractor should wish to use a hammer not found in the table, then the contractor should verify that said hammer is capable of driving the pile to the target capacity without overstressing the pile by performing a wave equation analysis such as the one provided with this report.

RECOMMENDATIONS

Based on the depth to bedrock at Abutment 1and Abutment 2, a pile bearing on bedrock is suitable for these abutments. The piles should have a minimum size of HP14x89 and be pre-drilled and driven to refusal on rock to the approximate elevations as follows:

ESTIMATED PILE TIP ELEVATIONS (ft.) Abutment 1 669.0 Abutment 2 671.4

For fully-integral abutments, the should be predrilled a minimum of 15 feet below the bottom of the pile cap. Pre-drilling into bedrock will be required to achieve the minimum required depth for Abutment 1; therefore, we are recommending that the boreholes have a minimum diameter of 24-inches and

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Page 8 be backfilled with dry sand prior to pile installation and pile driving. When driving to refusal on bedrock, we recommend using hardened steel pile points.

Additional Recommendations

Additional design and construction recommendations are as follows:

 Provide foundation protection that is sized appropriately to prevent scour.  Permanent /fill slopes in soil should be no steeper that 2:1 (H to V).  Temporary cut/fill slopes in soil should be less than 20 feet high and no steeper than 1:1  Permanent cut slopes in rock should be no steeper than ½: 1 (although temporary rock slopes may be vertical).  Refer to OSHA requirements for all work.

Suggested Pile Note

PILING

ALL STEEL PILES SHALL BE HP 14X89 STEEL BEARING PILES, PREDRILLED AND DRIVEN, AND SHALL MEET AASHTO M270, 50 REQUIREMENTS. HARDENED STEEL PILE POINTS SHALL BE USED. THE TARGET CAPACITY IS 692.2 KIPS PER PILE AT REFUSAL IN BEDROCK (THE MAXIMUM FACTORED LOAD IS 346.1 KIPS PER PILE). THE CONTRACTOR SHALL PREDRILL ALL THE PILE BOREHOLES A MINIMUM OF 15 FEET BELOW THE BOTTOM OF THE PILE CAP AND BACKFILL WITH DRY SAND PRIOR TO PILE PLACEMENT AND PILE DRIVING.

REFUSAL IS DEFINED IN BLOWS PER 1 INCH (BPI) OF PENETRATION AT THE MAXIMUM STROKE HEIGHT LISTED USING ONE OF THE POWER HAMMERS AS FOLLOWS:

ENERGY RATING *REQUIRED BPI HAMMER FUEL SETTING (FT-LBS) REFUSAL CRITERIA ICE I-12v2 29,600 Highest (100%) 20, 20 DELMAG D 16-32 40,198 2nd Highest (90%) 20, 20 DELMAG D 19-42 43,240 3rd Highest (81%) 20, 20 PILECO D 19-42 42,506 3rd Highest (81%) 20, 20 DELMAG D 22-13 48,500 3rd Highest (81%) 20, 20 PILECO D 25-32 58,406 Lowest (73%) 20, 20

*DUE TO SOFT CLAYSTONE AND SILTSTONE, REFUSAL IS DEFINED AS TWO (2) CONSECUTIVE SETS OF REQUIRED REFUSAL BPI. REGARDLESS OF REFUSAL CRITERIA SHOWN IN THIS TABLE, DRIVING SHOULD BE STOPPED IF BLOW COUNTS EXCEED 10 BLOWS PER QUARTER-INCH.

IT IS SUGGESTED THAT THE CONTRACTOR USE A HAMMER THAT IS LISTED IN THE TABLE ABOVE USING THE APPROPRIATE FUEL SETTING AND BPI CRITERIA. HAMMERS LARGER THAN OR SMALLER THAN THOSE SHOWN SHALL NOT BE ALLOWED WITHOUT PRIOR S352-7-10.07

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APPROVAL OF THE ENGINEER. IF THE CONTRACTOR ELECTS TO USE A HAMMER THAT IS NOT INCLUDED IN THE ABOVE TABLE OR IF A HIGHER FUEL SETTING THAN THOSE LISTED ABOVE IS USED, THE CONTRACTOR SHALL SUBMIT DRIVING CRITERIA USING A WAVE EQUATION ANALYSIS, SUCH AS GRLWEAP. THE DRIVING CRITERIA SHALL BE SUBMITTED TO THE ENGINEER AT LEAST 14 DAYS PRIOR TO INSTALLATION OF THE FIRST PILE AND SHALL INCLUDE THE FUEL SETTING(S), STROKE HEIGHT, THE REQUIRED BLOWS PER 1 INCH OF PENETRATION TO ACHIEVE THE TARGET CAPACITY, AND THE MAXIMUM DRIVING AT REFUSAL. THE ANALYSIS SHALL DEMONSTRATE THAT THE TARGET CAPACITY CAN BE ACHIEVED WITHOUT DAMAGING THE PILES OR EXCEEDING 45 KSI MAXIMUM COMPRESSIVE STRESS. A MINIMUM OF 6 BPI MAY BE ALLOWED AS PRACTICAL REFUSAL BY THE ENGINEER BASED ON THE WAVE EQUATION ANALYSIS. TWO (2) CONSECUTIVE SETS OF REFUSAL BLOW COUNTS SHALL BE REQUIRED.

ALL PREDRILLED HOLES SHALL HAVE A MINIMUM DIAMETER OF 24 INCHES AND SHALL BE BACKFILLED WITH DRY SAND PRIOR TO PILE PLACEMENT AND PILE DRIVING.

ANY WAVE EQUATION ANALYSIS PERFORMED BY THE CONTRACTOR AND ASSOCIATED COSTS DUE TO DELAYS, DRIVING EQUIPMENT, OR MOBILIZATION SHALL BE AT THE CONTRACTORS EXPENSE. THE COST OF THE PILE POINTS AND SAND BACKFILL SHALL BE INCLUDED IN ITEM 616005-017, HP 14X89 STEEL BEARING PILE, PRE-DRILLED AND DRIVEN.

Limitations

The geotechnical report states our understanding of the locations, dimensions, types of structures, and anticipated loadings at this site. Any significant changes to the location and design must be communicated to the geotechnical engineer to allow for review and comment as to the appropriateness of our conclusions and recommendations with respect to the changed conditions.

Our analysis and recommendations are based in part on small diameter test borings and as such the information obtained is limited in lateral and vertical extent. If variations in the subsurface conditions become evident during construction, contact the geotechnical engineer so we may inspect the new conditions and revise our recommendations as needed.

The boring logs include visual descriptions of the geomaterials, approximate depths of the boundaries between soil and rock strata, and groundwater depths at drilling completion, or a relatively short time after drilling; and as such, the information presented on the logs should be considered as approximate and dependent upon the frequency of sampling indicated on the logs, and not on the accuracy of which the borings were surveyed.

In performing this work, we have used the standard of care and skill ordinarily exercised for projects in this region by members of the profession. No other warranties, expressed or implied are made.

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APPENDICES SITE PLAN AND PROFILE

FENCE PLOT

FINAL BORING LOGS

DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 C-1

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 403+77 Offset: 13.0 ft. Lt. CL Elevation (ft.) 691.1-ft Actual Date Started 12/15/2015 County Wetzel Inspector None Lat. and Long. 39.60515°N 80.7718°W Date Completed 12/15/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD 691.10 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) Brown SANDY SILT: dry, soft

0.0-5.0

686.10 5.0 5 Brown SILTY CLAY: moist, medium stiff 1.5 ft. 2-2-5 5.0-6.5 1.5 ft. (7) 100 %

6.5-10.0

681.10 10.0 10 Brown & grey SILTY CLAY: and 10.0- 1.0 ft. 9-50/0.5 680.10 11.0 siltstone, weathered igm, dry, hard 11.0 1.0 ft. 100 % broken to very Red-grey CLAYSTONE: silty, very soft broken to, soft 5.0 ft. 11.0- 0.0 ft. 4.4 ft. 1 16.0 0 % 88 % 15

5.0 ft. 16.0- 1.0 ft. 4.8 ft. 2 21.0 20 % 96 % 20 670.10 21.0 BORING COMPLETED AT 21.0 ft.

25

30

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate 10 ft. Remarks Shelby Tube Rig Type Skid Auger At Completion 8.3 ft. Core Size NQ Hollow Split Spoon After 24 Hrs. 9.0 ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 12/30/15 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 C-2

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 403+62 Offset: 13.0 ft. Rt. CL Elevation (ft.) 693.5-ft Actual Date Started 12/15/2015 County Wetzel Inspector None Lat. and Long. 39.6051°N 80.77172°W Date Completed 12/15/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD 693.50 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) Brown SANDY CLAY: dry to, moist, medium stiff

0.0-5.0

5 1.5 ft. 2-3-3 5.0-6.5 1.5 ft. (6) 100 %

6.5-10.0

683.50 10.0 10 Grey SILTY CLAY: moist, soft 10.0- 1.5 ft. 1-1-2 OFFSET 1.0' AND 11.5 1.5 ft. (3) PUSH SHELBY 100 % TUBE 10.0'-12.0' 1.8 RECOVERY 3.5 ft. 11.5- 1.8 ft. 15.0 51 % 678.50 15.0 15 678.00 15.5 Brown CLAYSTONE: silty, very 15.0- 0.5 ft. 50/0.5 very broken weathered igm, extremely hard 15.5 0.5 ft. Reddish brown CLAYSTONE: silty, very 100 % soft to, soft 5.0 ft. 15.5- 0.4 ft. 3.8 ft. 1 20.5 8 % 76 %

20 broken to very broken 5.0 ft. 20.5- 2.9 ft. 5.0 ft. 2 25.5 58 % 100 % 668.90 24.6 Grey SILTSTONE: soft 668.00 25.5 25 BORING COMPLETED AT 25.5 ft.

30

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate DRY ft. Remarks Shelby Tube Rig Type Skid Auger At Completion 7.5 ft. Core Size NQ Hollow Split Spoon After 24 Hrs. 9.3 ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 12/30/15 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 C-3

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 405+07 Offset: 13.0 ft. Lt. CL Elevation (ft.) 689.1-ft Actual Date Started 12/14/2015 County Wetzel Inspector None Lat. and Long. 39.60551°N 80.77175°W Date Completed 12/14/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD 689.10 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) Brown SANDY CLAY: dry to, moist, soft

0.0-5.0

5 1.5 ft. WOH-0-3 OFFSET 2.0' AND 5.0-6.5 1.5 ft. (3) PUSH SHELBY 100 % TUBE 5'-7'

6.5-10.0

679.10 10.0 10 Brown & grey SANDY CLAY: and gravel, 10.0- 1.5 ft. 4-3-4 wet, medium stiff 11.5 1.5 ft. (7) 100 %

11.5- 15.0

674.10 15.0 15 Brown & grey CLAYEY SILT: gravel & 15.0- 1.5 ft. 10-17- sandstone, weathered igm, dry, hard 1.5 ft. 672.60 16.5 16.5 50/0.5 100 % Reddish brown CLAYSTONE: soft very broken 671.40 17.7 Grey SILTSTONE: with hard seams, soft broken to very 5.0 ft. 16.5- 1.1 ft. broken 4.4 ft. 21.5 22 % 88 % 20

2

5.0 ft. 21.5- 1.9 ft. 5.0 ft. 26.5 38 % 100 % 25

662.60 26.5 BORING COMPLETED AT 26.5 ft.

30

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate 10.0 ft. Remarks Shelby Tube Rig Type Skid Auger At Completion 5.7 ft. Core Size NQ Hollow Split Spoon After 24 Hrs. 8.8 ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 12/30/15 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 C-4

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 404+92 Offset: 13.0 ft. Rt. CL Elevation (ft.) 689.0-ft Actual Date Started 12/9/2015 County Wetzel Inspector None Lat. and Long. 39.60546°N 80.77167°W Date Completed 12/9/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD 689.00 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) Brown SANDY SILT: dry, soft

0.0-5.0

684.00 5.0 5 Brown SILTY SAND: wet, very loose 1.5 ft. 5.0-6.5 1.5 ft. WOH 100 %

6.5-10.0

679.00 10.0 10 Brown-grey GRAVEL AND SAND: wet, 10.0- 1.5 ft. 7-5-9 medium dense 11.5 1.5 ft. (14) 100 %

11.5- 15.0

674.00 15.0 15 Brown GRAVEL AND SAND: and 15.0- 1.3 ft. 5-8-50/0.3 672.70 16.3 siltstone, weathered igm, wet, hard 16.3 1.3 ft. Reddish brown CLAYSTONE: silty, soft 100 % very broken 671.50 17.5 Grey SILTSTONE: with very soft seams, broken to very 5.0 ft. soft 16.3- 0.0 ft. broken 2.0 ft. 21.3 0 % 40 % 20

2.5 ft. 2 21.3- 0.0 ft. 2.4 ft. 23.8 0 % 96 %

25 3.8 ft. 23.8- 0.0 ft. 3.0 ft. 27.6 0 % 79 % 661.40 27.6 Grey SILTSTONE: hard 27.6- 1.2 ft. 1.2 ft. 4 660.20 28.8 28.8 1.2 ft. 100 % Grey SILTSTONE: medium hard 100 % 28.8- 2.5 ft. 2.0 ft. 30 3 31.3 2.5 ft. 80 % 657.70 31.3 100 % BORING COMPLETED AT 31.3 ft.

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate 10.0 ft. Remarks Shelby Tube Rig Type Skid Auger At Completion 6.0 ft. Core Size NQ Hollow Split Spoon After 24 Hrs. 4.0 ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 12/30/15 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 S-1

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 402+47 Offset: 54.0 ft. Lt. CL Elevation (ft.) 711.8-ft Actual Date Started 12/16/2015 County Wetzel Inspector None Lat. and Long. 39.60481°N 80.772°W Date Completed 12/17/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD 711.80 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) Brown SANDSTONE: fine to medium 2.4 ft. grained, hard 1.5 ft. 0.0-2.4 2.2 ft. 4 63 % 709.60 2.2 92 % Brown SILTSTONE: soft to, medium broken to very hard 2.6 ft. broken 1.2 ft. 2.4-5.0 2.6 ft. 46 % 100 % 5 2-3 5.0 ft. 0.0 ft. 5.0-10.0 5.0 ft. 0 % 100 %

701.30 10.5 10 Reddish brown to dark grey CLAYSTONE: soft to, medium hard 5.0 ft. 10.0- 2.1 ft. 4.9 ft. 2-3 15.0 42 % 98 %

15

5.0 ft. 15.0- 3.0 ft. 4.8 ft. 3 20.0 60 % 96 %

20 broken to very broken 5.0 ft. 20.0- 1.6 ft. 4.6 ft. 2-3 25.0 32 % 92 %

686.80 25.0 25 BORING COMPLETED AT 25.0 ft.

30

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate DRY ft. Remarks Shelby Tube Rig Type Skid Auger At Completion 15.0 ft. Core Size NQ Hollow Split Spoon After 1 Hrs. 15.0' ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 12/31/15 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 P-1

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 402+36 Offset: 8.0 ft. Lt. CL Elevation (ft.) 697.7-ft Actual Date Started 12/10/2015 County Wetzel Inspector None Lat. and Long. 39.60476°N 80.77177°W Date Completed 12/10/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD 697.70 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) 696.90 0.8 Black ASPHALT: soft 0.0-0.8 696.70 1.0 Grey GRAVEL: loose 0.8-1.0 1.5 ft. 28-18-15 1.0-2.5 Brown GRAVEL AND SAND: with a 1.5 ft. (33) trace of clay, dry, dense 100 %

2.5-5.0 692.70 5.0 5 Brown SILTY CLAY: moist, stiff 1.5 ft. 3-3-6 5.0-6.5 1.5 ft. (9) 100 %

6.5-10.0

10 10.0- 1.5 ft. 3-5-7 11.5 1.5 ft. (12) 100 %

11.5- 15.0

682.70 15.0 15 Grey CLAYEY SAND: moist, medium 15.0- 1.5 ft. 2-7-13 dense 16.5 1.5 ft. (20) 100 %

16.5- 20.0

677.70 20.0 20 Reddish brown to grey CLAYSTONE: 20.0- 0.1 ft. 50/0.1 broken to very soft 20.1 0.1 ft. broken 100 % 20.1- 5.0 ft. 0.0 ft. 2 25.1 2.8 ft. 0 % 56 %

672.60 25.1 25 BORING COMPLETED AT 25.1 ft.

30

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate 15.0 ft. Remarks Shelby Tube Rig Type Skid Auger At Completion 9.4 ft. Core Size NQ Hollow Split Spoon After NA Hrs. NA ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 1/8/16 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT DATE & TIME REIVISED WEST VIRGINIA DEPARTMENT OF TRANSPORTATION Final Log Divisions of Highways Engineering Division Materials Control, Soils and Testing Division Boring Geotechnical Unit - MCS&T Building Subsurface Investigation Group 190 Dry Branch Rd., Charleston, WV 25306 190 Dry Branch Rd., Charleston, WV 25306 Office: (304)558-2885, FAX: (304)558-7297 Office: (304)558 9884, FAX: (304)558 0253 P-2

Project Name Moore Bridge Project Number S352-7-10.07 Boring Location Station: 408+10 Offset: 8.0 ft. Lt. CL Elevation (ft.) NA-ft Actual Date Started 12/10/2015 County Wetzel Inspector None Lat. and Long. 39.60615°N 80.7719°W Date Completed 12/10/2015 District D-6 Entered By ZMG Driller / Company Garrison

ELEV. DEPTH DESCRIPTION OF MATERIALS SAMPLE ft. ft. color, material description, grain size, INT Run Blows Cnt Additional RMR Type HCSI RQD NA 0.0 structures, moisture, consistency Depth Rec (N-Value) Notes (Total) Black ASPHALT: soft 0.00 1.1 0.0-1.1 0.00 1.4 Grey GRAVEL: base, loose 1.1-1.4 1.5 ft. 20-17-7 1.4-2.9 Brown GRAVEL AND SAND: with a 1.5 ft. (24) trace of clay, moist, medium dense 100 % 2.9-5.0 0.00 5.0 5 Brown SANDY CLAY: dry, very stiff 1.5 ft. 4-7-10 5.0-6.5 1.5 ft. 0.00 6.5 (17) 100 % BORING COMPLETED AT 6.5 ft.

10

15

20

25

30

Sampling Method Water Level Observations Rig No. 641-021 Solid Immediate DRY ft. Remarks Shelby Tube Rig Type Skid Auger At Completion DRY ft. Core Size NQ Hollow Split Spoon After DRY Hrs. DRY ft. Auger Core Barrel Solid Before Coring NA ft. Hammer Auto Rock Core Tricone Backfilled Cutting ft. WVDOT RMR 2011 S352-7-10.07.GPJ RMR WVDOT.GDT 1/8/16 RMR WVDOT.GDT S352-7-10.07.GPJ RMR 2011 WVDOT

CORE PHOTOGRAPHS

Boring C-1 Core Box 1 of 1

Boring C-2 Core Box 1 of 1

Boring C-3 Core Box 1 of 1

Boring C-4 Core Box 1 of 1

Boring S-1 Core Box 1 of 2

Boring S-1 Core Box 2 of 2

SITE PHOTOGRAPHS

Existing Bridge Looking East

Existing Bridge Looking West

Area of Hillside Cut at Southwest Corner Looking North

Area of Hillside Cut at Southwest Corner Looking West

Approximate Location of Abutment 1

Approximate Location of Abutment 2

CALCULATIONS

WEAP ANALYSIS

LABORATORY RESULTS

GRAIN SIZE DISTRIBUTION TEST DATA 2/4/2016

Client: WV DOH Project: Moore Bridge Streambed Project Number: S352-7-10.07 Location: Moore Bridge Sample Date: 12/17/2015 Date Received: 1/20/2016 PL: NP LL: NV PI: NP USCS Classification: GP AASHTO Classification: A-1-a Tested By: Justin Moffitt Test Date: 2/4/2016 Title: Engineer Sieve Test Data

Dry Sample Sieve Weight Sieve and Tare Tare Opening Retained Weight Percent (grams) (grams) Size (grams) (grams) Finer 3264.60 0.00 2" 0.00 0.00 100.0 1-1/2" 0.00 0.00 100.0 1" 514.00 0.00 84.3 3/4" 171.40 0.00 79.0 1/2" 452.70 0.00 65.1 3/8" 352.80 0.00 54.3 #4 696.40 0.00 33.0 #8 333.60 0.00 22.8 #16 128.40 0.00 18.8 #40 95.20 0.00 15.9 #100 256.70 0.00 8.1 #200 109.70 0.00 4.7 #270 153.70 0.00 0.0 Fractional Components

Gravel Sand Fines Cobbles Coarse Fine Total Coarse Medium Fine Total Silt Clay Total 0.0 21.0 46.0 67.0 11.5 5.6 11.2 28.3 4.7 0.0 4.7

D10 D15 D20 D30 D50 D60 D80 D85 D90 D95 0.2024 0.3692 1.5726 4.1093 8.4293 11.1134 20.1441 26.0012 29.4018 32.8542

Fineness C C Modulus u c 5.53 54.91 7.51

West Virginia Dept. of Highways Particle Size Distribution Report in. in. in. ½ 6in. 3in. 2in. 1 1in. ¾ ½ 3/8in. #4 #10 #20 #30 #40 #60 #100 #140 #200 100

90

80

70

60

50

40 PERCENT FINER PERCENT 30

20

10

0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 21.0 46.0 11.5 5.6 11.2 4.7 0.0

TEST RESULTS Material Description Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 2" 100.0 1-1/2" 100.0 (ASTM D 4318) 1" 84.3 PL= NP LL= NV PI= NP 3/4" 79.0 1/2" 65.1 Classification 3/8" 54.3 USCS (D 2487)= GP AASHTO (M 145)= A-1-a #4 33.0 Coefficients #8 22.8 D90= 29.4018 D85= 26.0012 D60= 11.1134 #16 18.8 D50= 8.4293 D30= 4.1093 D15= 0.3692 #40 15.9 D10= 0.2024 Cu= 54.91 Cc= 7.51 #100 8.1 #200 4.7 Remarks #270 0.0

Date Received: 1/20/2016 Date Tested: 2/4/2016 Tested By: Justin Moffitt Checked By: Title: Engineer * (no specification provided) Source of Sample: Moore Bridge Date Sampled: 12/17/2015 West Virginia Client: WV DOH Dept. of Highways Project: Moore Bridge Streambed Charleston, West Virginia Project No: S352-7-10.07 Figure