Document cortlandcountyny_gov_doc_25db97572a

PORTIONS OF WATER AND SEWER DRAWINGS IN PROJECT AREA ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- RIGHT OF WAY MAPS ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- EARTHWORK CROSS SECTION SHEETS ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge (BIN 3311860) over Blue Creek Cortland, Cortland County, New York October 12, 2016 Terracon Project No. J9165008 Prepared for: Geologic NY, Inc. P.O. Box 350 – 37 Copeland Avenue Homer, New York 13077 Prepared by: Terracon Consultants - NY, Inc. Rochester, New York ---PAGE BREAK--- Terracon Consultants - NY, Inc. 3445 Winton Place, Suite 117, Rochester, New York 14623 P [585] 424-6360 terracon.com October 12, 2016 Geologic NY, Inc. P.O. Box 350 – 37 Copleand Avenue Homer, New York 13077 Attn: Mr. Forrest Earl P: [607] 749-5000 E: [EMAIL REDACTED] Re: Geotechnical Engineering Report Kinney Gulf Road Bridge (BIN 3311860) over Blue Creek Cortland, Cortland County, New York Terracon Project No. J9165008 Dear Mr. Messenger: Terracon Consultants- NY, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number PJ9165008 dated August 26, 2016. This report presents the findings of the subsurface exploration for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants - NY, Inc. Michele A. Fiorillo, P.E. Lawrence J. Dwyer Geotechnical Department Manager Principal Enclosures cc: 1 – Client (PDF) ---PAGE BREAK--- Responsive ■ Resourceful ■ Reliable i Page INTRODUCTION 1 PROJECT INFORMATION 1 Project Description 2 Site Location and 2 SUBSURFACE CONDITIONS 3 Geology 3 Typical Profile 3 East Abutment (Boring B-1) 3 West Abutment (Boring B-2) 4 Groundwater 4 Laboratory Testing 4 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 5 Geotechnical Considerations 5 Integral Abutment Design Recommendations 5 Downdrag 6 Axial 6 Driving Resistance 7 Settlement of Piles 8 Pile Spacing and Group Effects 8 Lateral Pile 8 General Pile Drving Consideration and Load Testing 9 Vibration Monitoring 10 10 Site 10 Demolition 11 Excavation 11 Material Types 12 Compaction Requirements 12 Utility Trench Backfill 13 Grading and Drainage 13 Seismic 13 Lateral Earth Pressure Design Parameters 14 GENERAL COMMENTS 16 APPENDIX A – FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Exploration Location Plan Exhibit A-3 Field Exploration Description Exhibit A-4 and A-5 Boring Logs APPENDIX B – LABORATORY TESTING Exhibit B-1 Laboratory Testing Data Sheets ---PAGE BREAK--- Responsive ■ Resourceful ■ Reliable 1 GEOTECHNICAL ENGINEERING REPORT Kinney Gulf Road Bridge (BIN 3311860) over Blue Creek Cortland, Cortland County, New York October 12, 2016 Terracon Project No. J9165008 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the replacement of the proposed bridge (BIN 3311860) carrying Kinney Gulf Road over Blue Creek in Cortland, Cortland County, New York. The testing program, performed by Geologic NY, Inc. (Geologic) consisted of advancing two test borings. Test boring logs were prepared by Geologic and provided to Terracon. Terracon relies on the accuracy and completeness of the information presented in the subsurface logs prepared by Geologic. Terracon is not responsible for the data or conclusions drawn from it if the data is flawed. If conditions are different as encountered during construction, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. Boring logs, along with a Site Location Map (Exhibit A-1) and an Exploration Location Plan (Exhibit A-2) illustrating the approximate boring locations, are included in Appendix A. The purpose of these services is to provide subsurface information relative to:  Subsurface soil conditions  Foundation design and construction  Groundwater conditions  Seismic considerations  Earthwork PROJECT INFORMATION Information and preliminary plans and structural loads for the new bridge were provided by Mr. David Kennicutt, PE, Senior Project Manager with Delta Engineers, Architects, & Land Surveyors (Delta). ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 2 Project Description Item Description Site Layout See Appendix A, Exhibit A-2: Boring Location Plan. Structure  Multi-steel beam with composite concrete deck bridge with integral abutments supported on piles. Wingwalls will have separate support with alternate battered piles.  Span length less than 100 feet (ft).  Bottom of integral abutments stem between approximately El 1198 and El 1199 ft.  Scour is not expected to be of concern. Proposed minimum pile tip to satisfy scour would be El 1185 ft.  Preliminary pile layout consists of six piles with spacing between 8.5 and 9.0 ft (center to center). Maximum Loads  Maximum Service Load (Service I) is 120 kips per pile.  Maximum Factored Load (Strength I) is 170 kips per pile. Cut and Fill Slopes Significant cut or increases in grades are not anticipated in the area of the new bridge abutments. Finish Elevation Similar to existing roadway grade, varying from approximately El 1207 ft at the east abutment to El 1208 ft at the west abutment. Site Location and Description Item Description Location Near address 4060 Kinney Gulf Road, Cortland, New York. The existing bridge crosses Blue Creek in the east-west direction. Existing Improvements Existing 2-lane concrete arch bridge and wingwalls. South flowing creek with grassed and wooded side slopes. The new bridge vertical and horizontal alignment will not change significantly from the existing. Current Ground Cover Paved roadway with sloping embankment shoulders covered with grass and trees. Existing Topography Ground surface in the area of the proposed abutments range from about El 1207 to 1208 ft. The streambed is at approximately El 1195 ft. Water creek elevation is at approximately El 1200 ft. 1. Existing topography based on a preliminary plan and profile dated April 2016, prepared by Delta Engineers, Architects, & Land Surveyors. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 3 SUBSURFACE CONDITIONS Geology The project site is located in Cortland County within the Allegheny Plateau physiographic province. The Allegheny Plateau is characterized by large rolling to nearly flat hill top areas and deeply dissected valleys and gorges. The valleys are generally characterized by deep unconsolidated sediments within the valley floor and shallower depths to bedrock along the valley walls. Surficial deposits, mainly consisting of glacially-derived deposits, such as glacial till (i.e. terminal moraines and ground moraines) and granular deposits (i.e. outwash sand and gravel and kame features) cover most of the plateau, with bedrock cropping out occasionally. Mapping of surficial materials by the Surficial Geologic Map of New York, Finger Lakes Sheet, identifies the native soil deposits as glacial till. Based upon the Geologic Map of New York, Finger Lakes Sheet, the bedrock should consist of dark to medium gray shale with beds of dark-gray siltstone, and abundant limestone nodules. The bedrock is part of the Upper Devonian Genesee Group Formation. Typical Profile Conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the exploration logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the explorations can be found on the logs in Appendix A. Based on the results of the borings, subsurface conditions can be generalized as follow: East Abutment (Boring B-1) Stratum Approximate Depth to Bottom of Stratum (feet) Material Description Consistency/ Density Fill 3 Brown Sand and Gravel with organic matter; brown. Loose Possible Fill or Outwash Deposit 12 Silt with Sand, Gravel, Cobbles, and Boulders; brown Loose to medium dense Glacial Till > 56 Silt, Sand, Clay, and Gravel; cobbles and boulders; gray Very Dense(1) 1. Split-spoon sampler refusal generally encountered, likely as a result of encountering cobbles. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 4 West Abutment (Boring B-2) Stratum Approximate Depth to Bottom of Stratum (feet) Material Description Consistency/ Density Toposoil 0.3 Topsoil N/A Outwash Deposit 16 Sand with Silt and Gravel; brown Loose to medium dense Glacial Till > 51 Silt, Sand, and Gravel; cobbles and boulders; gray Very Dense(1) 1. Split-spoon sampler refusal generally encountered, likely as a result of encountering cobbles. Groundwater Test borings were observed during and after drilling for the presence of groundwater. Observed groundwater depths varied from 10 ft (B-2) to 19.6 ft or from approximately El. 1190 to 1186 ft. Groundwater is likely to be encountered during excavation at or near the elevation of the Blue creek water surface, at El. 1200 ft or higher. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, creek elevation, and other factors not evident at the time the explorations were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. Groundwater level fluctuations should be considered when developing the design and construction plans for the project. Laboratory Testing Laboratory testing was directed towards defining soil index properties and were performed in accordance with the applicable ASTM standards. Following is a summary of the laboratory tests performed for this project:  Natural Moisture Content: Ten laboratory natural moisture contents were performed on samples recovered at the locations of B-1 and B-2. The tests were performed to obtain indications of the soil moisture content with depths, in accordance with the procedure set forth in ASTM D2216. The laboratory moisture results indicate that natural moisture contents for the samples recovered ranged from 8% to 24%. Results of the moisture contents are presented in Appendix B.  Sieve Analysis: Four grain-size analyses were performed on samples obtained at the locations of B-1 and B-2. The tests were performed in accordance with the procedure set forth in ASTM D422 to provide information for soil identification and classification and for strength correlations. Sieve analysis results are presented in Appendix B. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 5 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION Geotechnical Considerations Based on the subsurface conditions encountered and the proposed integral abutment bridge construction, driven steel pile foundation recommendations are provided below. Wing walls may also be supported on pile foundations. Based upon the subsurface conditions disclosed by the test borings, we anticipate steel piles will be driven within a generally non-aggressive subsurface environment. We also assume piles will be below groundwater and remain in a saturated condition. Therefore, we anticipate the corrosion rate of the steel will be low, and piles should therefore experience minimal corrosion over the life of the structure. The structural engineer should review available information regarding corrosion potential and minimum steel thickness. Integral Abutment Design Recommendations The recommendations for foundation design presented in this report were developed using the American Association of State Highway and Transportation Officials (AASHTO) LRFD Bridge Design Specifications, Fifth Edition, 2010 (AASHTO LFRD). This section summarizes our geotechnical analyses and recommendations. The proposed bridge alignment is anticipated to match the existing alignment. The following is herein presented for your consideration:  The existing subsurface conditions are suitable to support the bridge structure on a deep foundation system consisting of H-piles driven within the very dense glacial till.  H-piles should be fabricated in accordance with ASTM A572 Grade 50 steel, which requires a minimum yield strength of 50 kips per square inch (ksi).  Driving the piles may be difficult as a result of encountering cobbles and boulders. To minimize potential damage to the piles during driving, piles should consist of HP12x53 sections or greater (to allow for sufficient stiffness during pile driving). A hardened steel point shall be used to protect the pile tip.  The pile webs should be orientated perpendicular to the centerline of the bridge to promote uniaxial weak axis bending. The HP 12x53 is also suitable for supporting the proposed in-line wingwalls.  Abutment stem and wing walls shall be supported by the deep foundation system. We recommend the bottom of the abutment stem and wing-walls bear at a minimum depth of 4 feet below the lowest exterior finished grade as protection against frost action. Additional embedment may be required for scour protection. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 6  The piles were evaluated for axial capacity, settlement, and driving resistance for each abutment for non-scour conditions. Based upon information provided by Delta, although scour is not of concern, the piles will be required to be driven to a minimum depth of 10 ft below streambed (or to minimum El. 1185 ft). Downdrag Negative skin friction, or downdrag, is considered when the relative settlement between the pile and soil equals or exceeds 0.4 inch. The proposed bridge and approach slab are anticipated to be near existing grade. Since neither settlement nor down drag due to fill placement or roadway surcharge is expected, downdrag loads are not considered herein. Axial Capacity Piles shall be driven with tip reinforcement to glacial till and the geotechnical capacity of the pile will control pile design. The nominal bearing resistance shall not exceed the values obtained from AASHTO Article 6.9.4.1 with resistance factors specified in Article 6.5.4.2 and Article 6.15 for severe driving conditions. The nominal driving resistance factor (dyn) shall be based upon AASHTO LRFD Table 10.5.5.2.3-1 – Resistance Factors for Driven Piles. For Strength Limit State Design, the calculated Factored Axial Compressive Structural and recommended Factored Axial Pile Resistances of the proposed H-pile section are summarized in the Table below. Pile Type/Size Substructure Estimated Minimum Pile Tip Elevation (ft) Estimated Pile Length(1) (ft) Factored Axial Structural Resistance (kips) Factored Axial Pile Resistance (kips)  HP 12x53 Abutments and Wingwalls 1168 30 388 190 1. Actual pile length shall be based on load testing with pile dynamic analyzer measurements. The final tip elevations to obtain the design factored resistance should be based on the driving criteria established based upon the results of dynamic testing (ASTM D4945, Standard Test Method for High-Strain Dynamic Testing of Piles) performed using a Pile Driving Analyzer (PDA) system. Estimated pile were estimated using static pile capacity estimating methods, supplemented with engineering judgment and experience with H-piles driven in similar dense soils. In our analyses we have neglected side resistance in the upper 10 feet of pile length. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 7 Resistance factors for the strength limit state are summarized in the following table: Description Value Structural Axial Resistance Factor in Compression H-pile, severe driving conditions, c 0.50 (AASHTO 6.5.4.2) Factored Axial Pile Factor in Compression H-pile, stat 0.45 (AASHTO Table 10.5.5.2.3-1) Nominal Driving Resistance, dyn 0.65 (AASHTO Table 10.5.5.2.3-1) Combined Axial and Flexure Resistance Factors H-pile, axial resistance, c 0.70 (AASHTO 6.5.4.2) H-pile, flexural resistance, f 1.00 (AASHTO 6.5.4.2) Resistance During Pile Driving,  1.00 (AASHTO 6.5.4.2) In accordance with the NYSDOT GDM Chapter 26, note 26-20, the following notes, to be included in the construction drawings, are provided:  Support the abutments and wingwalls for the proposed bridge on HP-12x53 steel H-piles, Item 551.012053. The piles are designed to support a maximum Strength Limit State factored axial load of 190 kips per pile. Drive piles to minimum pile tip El. 1168 ft within dense glacial till and to a nominal driving resistance of 300 kips per pile. Driving Resistance Wave equation software (GRLWEAP 2010) was used to perform the preliminary drivability analysis for the selected pile (HP 12x53). The purpose of the analysis was to determine if the proposed pile section can be driven using typical construction equipment and techniques without over-stressing the pile. Our wave equation analysis was performed assuming a DELMAG 19-42 single-acting, diesel impact hammer (ram weight 4 kips; rated energy of 42.2 kip-ft). AASHTO Article 10.7.8 specifies the driving stresses in the pile shall be less than σdr=0.9* ɸda*fy. Results of the drivability check indicate the selected pile section (HP12x53) driven to bear in very dense glacial till can obtain sufficient combined capacity. The results of the drivability analysis are summarized in the table below. Pile Type/Size Pile Length (feet) Nominal Pile Driving Resistance (NPDR) (Kips) Preliminary Driving Criteria(1) HP 12x53 30 300 4 blows/inch 1. Based on Nominal Pile Driving Resistance. Prior to starting driving operations, Contractor shall perform a wave equation analysis of the proposed pile-hammer system. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 8 Settlement of Piles Settlement for piles driven to dense glacial till will be minimal. Pile Spacing and Group Effects The preliminary pile layout indicate a pile spacing ranging between 8.5 and 9.0 feet center-to- center. To minimize pile group action, AASHTO requires minimum center-to-center pile spacing to be the greatest of 2.5 feet or 2.5 pile diameters. At this spacing, reduction in the single pile axial load capacities are not typically required. Based on our past experiences, we anticipate there may be a tendency for the piles to heave as additional piles within a group are driven. We recommend piles be monitored for heave. If heave is noted, we recommend that after the last pile within a pile group is driven, all piles within the group be reseated with the pile driver. Refer to AASHTO LRFD Section 10.7.1.2 for minimum pile spacing, clearance, and embedment into pile cap. Lateral Pile Capacity Lateral loadings applied to pile foundations are typically resisted by the soil/structure interaction, battering piles, or a combination of these factors. At the time of this report, no information was available regarding the anticipated magnitude of lateral loads. Based upon the subsurface conditions encountered in the test borings, recommended lateral soil modulus and soil strain parameters used for laterally loaded pile analysis using the p-y curve method are presented in the following table. Soil Description Water Table Condition Effective Unit Weight Friction Angle Undrained Cohesion Coefficient of Subgrade Modulus ks Horizontal Strain Factor (for clay) e50 Outwash Deposit Sand (Reese) (medium dense) Below 62.6 pcf 32 N/A 60 N/A Glacial Till Sand (Reese) (very dense) Below 77.6 pcf 38 N/A 125 N/A For loading parallel to a line of piles, the lateral pile capacity of the shadow piles should be reduced in accordance with factors provided in Table 10.7.2.4-1 of the AASHTO LRFD. For loading perpendicular to the centerline of piles, the piles should behave as individual units if they are spaced at a distance of more than 5D, where D is the pile diameter. A resistance factor of 1.0 shall be used to evaluate the horizontal geotechnical resistance of piles. We anticipate the lateral pile load capacity will be limited by the tolerable lateral movement of the pile foundations, which should be established on the basis of compatible movements of the bridge structural components. The resulting internal forces should be checked against the pile structural ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 9 capacity. We anticipate the top portion of the piles embedded in the cap may need additional steel reinforcement to accommodate the anticipated maximum bending moments due to the lateral load. General Pile Drving Consideration and Load Testing The Contractor is required to perform a wave equation analysis of the proposed pile-hammer system and dynamic pile testing at each abutment. The first pile driven at each abutment should be dynamically tested to confirm capacity and verify the stopping criteria developed by the Contractor in the wave equation analysis. The nominal pile resistance achieved in the wave equation analysis and dynamic testing will be the factored axial pile load divided by a resistance factor of 0.65. The factored axial pile load should be shown on the plans. The steel pile sections should be driven continuously to tip elevations indicated in the project specification. The axial alignment of the leads and the pile before and during driving shall be maintained. Upon acceptance of the piles by the independent testing agency, the piles should be cut to the elevations as shown in the project specifications. Static load testing would be logistically too difficult and expensive, and in our opinion is not warranted. Dynamic pile load testing is recommended to confirm the nominal resistance, evaluate driving stresses and establish driving criteria for the proposed H-pile section. A minimum of four piles, two at each abutment, shall be dynamically tested. We recommend that within each abutment the most heavily loaded piles be chosen to be tested. Driving stresses in the pile, determined in the drivability analysis, shall be less than 0.9 times the yield strength of the steel being used (i.e. assuming the use of 50 ksi steel, driving stress shall be less than 45 ksi), in accordance with AASHTO LRFD Article 10.7.8. Case Pile Wave Analaysis Program (CAPWAP) should also be performed to confirm the load- carrying capacities obtained from the PDA. The information can then be compared to driving data for the piles, to determine if amended criteria are warranted. We recommend a minimum four piles (at least two piles at each abutment) be dynamically tested. Damaged or defective piles and piles that exceed driving tolerances should be withdrawn. New piles should be driven within driving tolerances. For damaged or defective piles we recommend the following options:  Withdraw the pile and fill the hole with cement grout from the bottom up to the ground surface through a tremie.  Abandon and cut off rejected pile. Cut the pile to at least 24 inches below cut-off elevation, and fill the hole in the upper 24 inches with cement grout. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 10 All pile driving should be observed and monitored by a qualified inspector who should prepare individual pile driving reports, in accordance with NYSDOT Geotechnical Engineering Manual (GEM) No. 26. The reports will include as a minimum the following information: project name and number, name of contractor, pile location and number, computed pile capacity, type and size of hammer used, type of pile driving cap used, rate of operation of pile driving equipment, pile dimensions, elevation of tip, elevation of top of pile before and after cut-off, ground elevation, continuous record of blows for each foot of penetration, pile deviation, adjacent pile uplift and any unusual occurrences during pile driving. The hammer and piles should be supported in rigid leads, with the pile and leads carefully plumbed before driving begins. The hammer should be operated in strict accordance with the manufacturer’s recommendations to insure the specified energy is achieved. If the piles meet refusal above the predetermined tip elevation, their capacity should be evaluated based on available subsurface information and driving and testing records. Vibration Monitoring A disadvantage of using driven piles may be related to concerns associated with vibrations which could preclude the use of this foundation system. Pile driving operations typically result in both ground vibration, and noise which can be interpreted as ground vibration. The risk of damage to nearby structure and utilities can be minimized through limits on the magnitude of the peak particle velocity (PPV). We recommend the following:  The PPV should not exceed 0.5 inch per second, at a frequency of 4 hertz or higher.  The contractor should conduct a pre and post-driving survey of the existing structures, with particular attention to instruments which may be sensitive to vibrations. Vibration monitoring should be performed for all pile driving within 100 feet of existing structures and utilities sensitive to vibrations, or until monitoring results indicate pile driving is occurring at a sufficient distance from the existing structures to result in PPV values less than or equal to 0.5 inch per second. Earthwork The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. Site Preparation Earthwork should commence with the complete removal of surficial organic soils (i.e. topsoil; organic subsoil), unsuitable fill, and any needed cut quantities from the proposed structure footprint. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 11 Based upon the encountered subsurface conditions, subgrade soils exposed during construction are anticipated to be relatively stable. However, the subgrade stability may be affected by precipitation, repetitive construction traffic, or other factors. Areas which are unsuitable and which cannot be stabilized by repeated compactive effort shall be over-excavated to a suitable subgrade. The undercut should be of adequate depth such that, after backfilling is complete, the resulting subgrade surface is firm and stable under the passing roller. The extent and depth of undercutting and replacement should be determined and performed as part of the construction operations. Undercuts may be replaced with suitable excavated soil placed and compacted in engineered lifts, or imported structural fill material. Demolition Demolition of the existing bridge foundations should include removal of all foundation systems, below-grade structural elements, and pavements within the proposed construction areas. This should include removal of utilities to be abandoned along with loose utility trench backfill or loose backfill found adjacent to existing foundations. All materials derived from the demolition of existing foundations and pavements should be removed from the site. The types of foundation systems supporting the previously existing bridge are not known. Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavation may be difficult as a result of encountering large cobbles and boulders. Excavations into the on-site soils will encounter possible caving conditions. All excavations should comply with applicable local, state, and federal safety regulations, including current OSHA Excavation and Trench Safety Standards. The contractor shall select the means and methods for providing support of excavations in accordance with safety requirements, plans, and project specifications. The contractor must evaluate soil conditions during excavations since variations in the soil can occur across the site. We recommend that the excavations be monitored continuously for signs of deterioration such as seepage of water or sloughing of soil into the excavation. The contractor is ultimately responsible for excavation safety. Based on an estimated bottom of pile cap elevation and creek near El. 1200 feet, installation of temporary cutoff structures such as berms, dikes, pre-augered soldier piles with lagging, or sheetpile walls may be necessary for abutment construction. The individual contractor(s) is responsible for designing and constructing stable, temporary excavations, as required, to maintain stability of the excavation sides and the excavation bottom. Construction dewatering should be anticipated for foundation construction. The contractor should select a dewatering method to lower groundwater at least 1 foot below the excavation subgrade in order to minimize bearing surface disturbance during construction of footings. Design, construction, and maintenance of water control methods during excavation and backfill procedures should be made the responsibility of the contractor. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 12 Material Types Fill used for the project should meet the following material property requirements: Fill Type 1 USCS Classification Acceptable Location for Placement Structural Fill GW, GW-GM, SW, SW-SM 2, All locations and elevations. Common Fill Varies 3 Excavated inorganic soil may be selectively reused as common fill for minor site grading (if required), provided it is free of deleterious materials and it can be adequately compacted. Common fill should not be used under settlement sensitive structures. Crushed Stone GP For use on wet subgrades and as drainage fill. Should be uniform ¾-inch angular crushed stone. 1. Compacted fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used. Fill should not be placed on a frozen subgrade. 2. Imported structural fill should meet the following gradation: Percent Passing by Weight Sieve Size Structural Fill 4” 100 3” 70 – 100 2” (100)* ¾” 45 – 95 No. 4 30 – 90 No. 10 25 – 80 No. 40 10 – 50 No. 200 0 – 10 * Maximum 2-inch particle size within 12 inches of the underside of footings or slabs 3. Off-site Common Fill should have a maximum particle size of 6 inches and no more than 25 percent by weight passing the US No. 200 sieve. Compaction Requirements Item Description Fill Lift Thickness 8 inches or less in loose thickness Compaction Requirements 1 95% maximum modified Proctor dry density (ASTM D1557, Method C) Moisture Content – Granular Material Workable moisture levels 1. We recommend testing fill for moisture content and compaction during placement. If the results of in- place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested, as required, until the specified moisture and compaction requirements are achieved. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 13 Utility Trench Backfill Trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If backfilled with relatively clean granular material, utility trenches should be capped with at least 12 inches of cohesive fill in unpaved areas to reduce the infiltration and preferential conveyance of surface water through the trench backfill. Alternatively, trenches should be backfilled with material that approximately matches the permeability characteristics of the surrounding soil. Fill placed as backfill for utilities located below the slab should consist of compacted structural fill or suitable bedding material. Grading and Drainage Erosion protection should be provided at the upstream and ends of the structure, as needed, to prevent erosion of the stream bank and to protect the soils surrounding the foundations from erosion. Surface water collected from road and bridge surfaces should be directed to collection points and discharged beyond the toe of the approach fill slopes to reduce the potential of erosion of the fill slopes. The finished embankment slopes should be properly treated to protect the slopes from the effects of precipitation and rainfall surface flows. All grades must be adjusted to provide effective drainage away from the proposed bridge and pavements during construction and maintained throughout the life of the proposed project. Infiltration of water into excavations must be prevented during construction. Water permitted to pond near or adjacent to the bridge abutments or pavements (either during or post-construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. Exposed ground (if any) should be sloped at a minimum of 10 percent grade for at least 10 feet beyond the perimeter of the proposed bridge wing walls, where possible. The use of swales, chases and/or area drains may be required to facilitate drainage in unpaved areas around the perimeter of the bridge. Backfill against abutments and wing walls should be properly compacted and free of all construction debris to reduce the possibility of moisture infiltration. After construction of the proposed bridge and pavements and prior to project completion, we recommend verification of final grading be performed to document positive drainage, as described above, has been achieved. Seismic Considerations Description Value Reference Used AASHTO Site Class D (AASHTO 3.10.3.1) Seismic Zone 1 (AASHTO 3.10.6) As – 0.066g (acceleration coefficient) ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 14 Description Value Maximum Considered Earthquake Ground Motions for Design (5 percent damping) SDs - 0.158 (0.2 second spectral response acceleration) (AASHTO 3.10.4) SD1 - 0.083g (1.0 second spectral response acceleration) (AASHTO 3.10.4) Liquefaction Potential in Event of an Earthquake Negligible 1. In general accordance with the American Association of State Highway and Transportation Officials LRFD Bridge Design Specifications 5th Edition with 2010 Interim Revisions (AASHTO), Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. The current scope requested does not include the required 100-foot soil profile determination. The borings extended to a maximum depth of 56 feet, and this seismic site class definition considers that glacial till or bedrock continues below the maximum depth of the exploration. Lateral Earth Pressure Design Parameters The proposed abutments and wing-walls will be subjected to lateral earth pressure exerted by the soil placed behind the walls. The lateral earth pressure recommendations provided in the following paragraphs are applicable to the design of rigid retaining walls subject to slight rotation, such as cantilever, or gravity type concrete walls. Recommendations are not applicable to the design of modular block – geogrid reinforced backfill walls. Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall movement. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 15 Earth Pressure Coefficients Earth Pressure Conditions Coefficient for Backfill Type(1) Equivalent Fluid Density (pcf) Surcharge Pressure, p1 (psf) Earth Pressure, p2 (psf) Active (Ka) Granular - 0.31 40 (0.31)S (40)H At-Rest (Ko) Granular - 0.47 60 (0.47)S (60)H 1. Imported granular materials with a maximum of 7 percent passing the No. 200 sieve Applicable conditions to the above include:  For active earth pressure, wall must rotate about base, with top lateral movements of about 0.002 H to 0.004 H, where H is wall height  For passive earth pressure to develop, wall must move horizontally to mobilize resistance  Uniform surcharge, where S is surcharge pressure  Per LRFD Table 3.4.1-2, the Load Factor for Active Earth Pressure is 1.5 and for At-Rest Earth Pressure is 1.35.  Imported granular material weight a maximum of 135 pcf  Loading from heavy compaction equipment not included. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent lateral pressures more than those provided.  No hydrostatic pressures acting on wall  No dynamic loading  No safety factor included Backfill placed against structures should consist of granular soils. For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 degree from the vertical for the active and at-rest cases. To calculate the resistance to sliding, a value of 0.55 should be used as the ultimate coefficient of friction between the footing and the underlying crushed stone or structural fill. ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge Over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliable 16 GENERAL COMMENTS Terracon should be retained to review final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication an environmental or biological mold, fungi, and bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials, or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. ---PAGE BREAK--- Responsive ■ Resourceful ■ Reliable A-1 APPENDIX A FIELD EXPLORATION ---PAGE BREAK--- SITE A-1 CG MCR LJD LJD As shown Drawn By: Checked By: Approved By: Project Mngr: File No. Date: Scale: Project No. EXHIBIT J9165008.dwg N October 2016 J9165008 1 KILOMETER 0 .5 1 1 MILE 7000 FEET 6000 5000 4000 3000 2000 1000 0 1000 O 1/2 1 NATIONAL GEODETIC VERTICAL DATUM OF 1929 CONTOUR INTERVAL 10 FEET SCALE: 1:24 000 15 Marway Circle, Suite 2B Rochester, NY 14624 PH. [PHONE REDACTED] KINNEY GULF ROAD OVER BLUE CREEK CORTLAND, NY ---PAGE BREAK--- B-1 B-2 B-1 A-2 CG MCR LJD LJD As shown Drawn By: Checked By: Approved By: Project Mngr: File No. Date: Scale: Project No. EXHIBIT J9165008.dwg October 2016 J9165008 15 Marway Circle, Suite 2B Rochester, NY 14624 PH. [PHONE REDACTED] EXPLORATION LOCATION PLAN KINNEY GULF ROAD OVER BLUE CREEK CORTLAND, NY ---PAGE BREAK--- Geotechnical Engineering Report Kinney Gulf Road Bridge over Blue Creek ■ Cortland County, NY October 12, 2016 ■ Terracon Project No. J9165008 Responsive ■ Resourceful ■ Reliablee Exhibit A-3 Field Exploration Description Two test borings were completed from July 24 to August 7, 2015. The explorations were advanced using a drill rig owned and operated by Geologic NY, Inc (Geologic) of Homer, New York. The borings were advanced within the overburden soils using 2 ¾ inch inside diameter (ID) hollow stem augers (HSA). Standard Penetration Tests (SPTs) were performed in general accordance with industry standards. Density of soil samples is based on N-value, which is determined by adding the number of hammer blows required to drive the sampler from 6 to 18 inches. A safety hammer operated with a cathead and rope was used to advance the split-barrel sampler in the boring. The effect of the safety hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. Field and final logs of the borings were prepared by Geologic. The logs included visual classifications of the materials encountered during drilling. Terracon is not responsible for the data or conclusions drawn from it if the data is flawed. The approximate exploration locations are shown on Exhibit A-2 and were staked by Gelogic. ---PAGE BREAK--- 10-06-2016 P:\PROJECTS\2015\215056-D - Delta - Kinney Gulf\TECH\B-1.bor Kinney Gulf Road Bridge over Blue Creek North Side of Kinney Gulf Road East end of Bridge Cortlandville, New York Sampling Method: ASTM D-1586, unless otherwise noted. Notes: 2 3/4" ID Hollow Stem Augers/3" Flush Joint Casing, Tricone Roller Bit Visually Classified by: S. Laramee File: 215056-D/tech/B-1 SUBSURFACE LOG (Page 1 of 2) Boring No: : B-1 Project No.: : 215056-D Date Started: : 07/24/15 Date Completed: : 07/28/15 Surface Elevation: : +/-1205' Depth (ft) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Sample No. 1 2 3 4 5 6 7 8 9 Blow Count 1 2 3 5 3 7 6 4 7 7 2 8 15 5 20 9 5 10 5 4 4 11 5 14 10 11 14 19 18 49 50/.3 28 50/.4 N-Value 5 13 9 25 15 16 25 - - Recovery (ft) 0.8 0.9 1.1 0.4 1.2 1.8 0.9 0.9 0.7 DESCRIPTION FILL: Brown fine-coarse SAND and GRAVEL, Organics, damp COBBLES 0' - 5.0' Possible FILL: Brown SILT, coarse-fine SAND and GRAVEL, moist, firm similar, wet, loose similar with Cobble or Gravel fragments, wet, firm similar, saturated, firm similar, little cobbles, saturated, firm similar, saturated, firm Brown SILT, coarse-fine SAND, Some Gravel, damp, very compact Gray SILT and CLAY, Some fine-medium Sand and Gravel, damp, very compact REMARKS 11.0' from abutment to stream bottom. Cobbles and Boulders throughout. With augers at 14.0', water first encountered at 12.8'. Exhibit A-4 ---PAGE BREAK--- 10-06-2016 P:\PROJECTS\2015\215056-D - Delta - Kinney Gulf\TECH\B-1.bor Kinney Gulf Road Bridge over Blue Creek North Side of Kinney Gulf Road East end of Bridge Cortlandville, New York Sampling Method: ASTM D-1586, unless otherwise noted. Notes: 2 3/4" ID Hollow Stem Augers/3" Flush Joint Casing, Tricone Roller Bit Visually Classified by: S. Laramee File: 215056-D/tech/B-1 SUBSURFACE LOG (Page 2 of 2) Boring No: : B-1 Project No.: : 215056-D Date Started: : 07/24/15 Date Completed: : 07/28/15 Surface Elevation: : +/-1205' Depth (ft) 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 Sample No. 10 11 12 13 14 15 Blow Count 32 50 43 50/.2 34 50/.4 33 50/.4 40 50/.2 50 50/.4 24 40 50/.3 N-Value 93 - - - - - Recovery (ft) 1.5 0.7 0.9 0.7 0.3 1.1 DESCRIPTION similar, damp, very compact similar, damp, very compact similar, damp, very compact similar, moist, very compact similar, Gray, moist, very compact similar, Gray, moist, very compact BORING TERMINATED AT 56.3' REMARKS Cobbles and Boulders throughout. Upon completion, with casing at 20.0', water level at 19.6'. Caved at 12.0', no free water observed. Exhibit A-4 ---PAGE BREAK--- 10-06-2016 P:\PROJECTS\2015\215056-D - Delta - Kinney Gulf\TECH\B-2.bor Kinney Gulf Road Bridge over Blue Creek South Side of Kinney Gulf Road West end of Bridge Cortlandville, New York Sampling Method: ASTM D-1586, unless otherwise noted. Notes: 2 3/4" ID Hollow Stem Augers/3" Flush Joint Casing, Tricone Roller Bit Visually Classified by: J. Menzel / S. Breeds File: 215056-D/tech/B-2 SUBSURFACE LOG (Page 1 of 2) Boring No: : B-2 Project No.: : 215056-D Date Started: : 08/06/15 Date Completed: : 08/07/15 Surface Elevation: : +/-1200' Depth (ft) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Sample No. 1 2 3 4 5 6 7 8 9 Blow Count 2 4 3 4 6 14 10 8 6 9 9 6 9 10 6 5 5 7 9 6 8 9 9 8 5 15 50/.4 37 43 50/.4 32 43 33 45 N-Value 7 24 18 16 16 18 - - 76 Recovery (ft) 1.1 1.2 0.5 0.9 0.9 1.1 0.2 1.2 1.5 DESCRIPTION Topsoil 0.3' Brown fine-coarse SAND, Some Silt, little gravel, moist Brown fine-coarse SAND and GRAVEL, Some Silt, wet similar, saturated similar, saturated Brown fine-coarse SAND and SILT, Some Gravel, wet similar, saturated Gray SILT and fine-coarse SAND, little gravel, moist - wet similar, wet REMARKS Exhibit A-5 ---PAGE BREAK--- 10-06-2016 P:\PROJECTS\2015\215056-D - Delta - Kinney Gulf\TECH\B-2.bor Kinney Gulf Road Bridge over Blue Creek South Side of Kinney Gulf Road West end of Bridge Cortlandville, New York Sampling Method: ASTM D-1586, unless otherwise noted. Notes: 2 3/4" ID Hollow Stem Augers/3" Flush Joint Casing, Tricone Roller Bit Visually Classified by: J. Menzel / S. Breeds File: 215056-D/tech/B-2 SUBSURFACE LOG (Page 2 of 2) Boring No: : B-2 Project No.: : 215056-D Date Started: : 08/06/15 Date Completed: : 08/07/15 Surface Elevation: : +/-1200' Depth (ft) 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 Sample No. 10 11 12 13 14 Blow Count 29 42 50/.3 23 40 50/.3 38 28 50/.4 40 55 50/.3 41 49 50/.2 N-Value - - - - - Recovery (ft) 1.0 0.9 1.0 0.4 1.0 DESCRIPTION Gray SILT and fine-coarse SAND, little embedded fine-coarse gravel with cobbles BORING TERMINATED AT 51.2' REMARKS 08/06/15: Water level at 18.3'. 08/07/15: Overnight water level at 16.4'. Upon completion, water level at 22.4'. Caved at 11.0', water level at 10.0'. Exhibit A-5 ---PAGE BREAK--- Responsive ■ Resourceful ■ Reliable B-1 APPENDIX B LABORATORY TESTING ---PAGE BREAK--- Project No.: Location: Test Performed By: 11% 29 B-2 S-14 50-51.2 ST-35 11.05 59.66 53.97 42.92 5.69 13% 28 B-2 S-13 45-46.3 ST-33 10.96 70.47 64.44 53.48 6.03 13% 27 B-2 S-12 40-41.4 ST-32 11.20 73.03 65.08 53.88 7.95 15% 26 B-2 S-11 35-36.3 ST-4 11.01 68.54 62.14 51.13 6.40 11% 25 B-2 S-10 30-31.3 ST-16 11.25 82.99 75.41 64.16 7.58 12% 24 B-2 S-9 25-27 LT-8 49.55 289.38 266.26 216.71 23.12 Cortlandville, NY I Muir Moisture Content Results (ASTM D2216) Tare Project Name: Client: Date: Kinney Gulf Rd Bridge Replacement GeoLogic NY, Inc 8/25/16 Weight Moisture Content Soil Dry Water (grams) (grams) Tare (grams) Tare+Soil Moist (grams) Tare+Soil Dry (grams) J9165008 11.06 4 5 6 7 Test No. Location Depth (ft) 1 11.13 10.92 49.75 50.02 49.28 49.68 LT-69 0-2 5-7 10-12 12-14 14-16 16-18 18-20 20 B-1 S-1 B-1 S-2 B-1 S-3 B-1 S-4 B-1 S-5 B-1 S-6 B-1 S-7 14 15 16 17 18 19 8 9 10 11 12 13 2 3 B-2 S-5 20-21.3 25-25.9 B-1 S-14 B-1 S-15 B-2 S-1 B-2 S-2 B-2 S-3 B-2 S-4 B-1 S-8 B-1 S-9 B-1 S-10 B-1 S-11 B-1 S-12 B-1 S-13 0-2 5-7 7-9 9-11 11-13 ST-26 ST-22 ST-20 LT-10 LT-16 30-31.7 35-36.4 40-40.9 45-45.7 50-50.9 55-56.3 ST-25 ST-7 LT-7 ST-34 ST-27 ST-24 ST-21 ST-30 ST-10 LT-9 ST-1 LT-13 ST-14 ST-15 49.13 64.56 64.23 85.91 250.56 412.79 379.61 405.79 60.84 328.37 11.04 11.16 11.15 11.10 10.99 11.17 10.96 49.47 10.99 11.13 11.13 11.07 66.07 62.61 80.65 68.22 293.96 60.81 57.15 76.28 234.58 341.41 58.08 72.70 74.62 69.46 67.25 66.30 73.38 61.65 261.15 61.91 60.87 59.88 57.25 49.75 46.02 65.36 184.83 291.39 296.07 314.63 67.51 62.62 345.35 364.31 53.97 303.95 54.09 67.98 212.02 3.75 7.08 9.63 15.98 71.38 34.26 41.48 6.87 24.42 50.87 49.71 48.73 46.15 62.39 50.48 43.01 254.48 43.10 56.85 56.38 51.55 6.57 32.81 12% 13% 16% 10% 9% 8% 6.19 8% 15% 15% 9% 24% 3.99 4.72 7.11 6.84 33.84 14% 5.36 7.27 12% 13% 15% 13% 13% 10% 11% 13% 12% 5.34 5.43 21 22 B-2 S-7 15-17 ST-5 11.07 53.40 50.03 38.96 B-2 S-6 13-15 LT-11 50.08 329.72 295.88 245.80 3.37 9% 23 B-2 S-8 20-22 LT-12 49.75 281.01 257.95 208.20 23.06 11% ---PAGE BREAK--- Tested By: I Muir (no specification provided) PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= * GRAVEL, some Sand, little Silt 3 in. 2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4 #10 #20 #40 #100 #200 100.0 100.0 93.6 83.0 69.6 59.6 45.3 33.1 25.9 21.0 14.5 11.8 22.8563 20.0805 9.6329 6.3475 1.4642 0.1650 GeoLogic NY, Inc Proposed Bridge Replacement Kinney Gulf Road over Blue Creek J9165008 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-1 Depth: 12-20 ft bgs Sample Number: L-001 Client: Project: Project No: SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 % Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0.0 17.0 37.7 12.2 12.1 9.2 11.8 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report ---PAGE BREAK--- Tested By: I Muir (no specification provided) PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= * SILT, some Sand, little Gravel 1/2 in. 3/8 in. #4 #10 #20 #40 #100 #200 100.0 94.7 88.8 80.8 74.2 70.3 66.4 63.5 5.7170 3.0585 GeoLogic NY, Inc Proposed Bridge Replacement Kinney Gulf Road over Blue Creek J9165008 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-1 Depth: 25-25.9 ft bgs Sample Number: L-002 Client: Project: Project No: SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 % Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0.0 0.0 11.2 8.0 10.5 6.8 63.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report ---PAGE BREAK--- Tested By: I Muir (no specification provided) PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= * GRAVEL, some Sand, trace silt 2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4 #10 #20 #40 #100 #200 100.0 89.3 80.9 60.0 53.2 39.7 27.9 20.1 14.8 8.5 6.4 26.3638 21.3141 12.6915 8.0009 2.4266 0.4397 0.2036 62.34 2.28 GeoLogic NY, Inc Proposed Bridge Replacement Kinney Gulf Road over Blue Creek J9165008 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-2 Depth: 11-15 ft bgs Sample Number: L-003 Client: Project: Project No: SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 % Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0.0 19.1 41.2 11.8 13.1 8.4 6.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report ---PAGE BREAK--- Tested By: I Muir (no specification provided) PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= * SAND and SILT, some Gravel 3 in. 2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. #4 #10 #20 #40 #100 #200 100.0 100.0 93.6 90.7 87.8 84.2 77.7 67.4 58.2 52.7 47.9 45.1 17.1280 10.1527 1.0230 0.2559 GeoLogic NY, Inc Proposed Bridge Replacement Kinney Gulf Road over Blue Creek J9165008 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: B-2 Depth: 20-27 ft bgs Sample Number: L-004 Client: Project: Project No: SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) PERCENT FINER 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.001 0.01 0.1 1 10 100 % Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0.0 9.3 13.0 10.3 14.7 7.6 45.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 Particle Size Distribution Report