CCG2 Project Scope_Section 09_Geotechnical_IR Draft.docx

9GEOTECHNICAL

9.1GOVERNING REGULATIONS

The Developer shall conduct all Work necessary in accordance with current practices and with due diligence in all areas, including geotechnical exploration, analysis, design, and construction.

Governing regulations and supplemental specifications are listed in Section 1 (General). In the event of a conflict among the standards listed in Section 1related to geotechnical engineering, the Department’s standards shall take precedence.

9.2PROJECT SPECIFIC REQUIREMENTS

9.2.1West Slope Excavation

As part of a previous contract (Innerbelt Bridge CCG1), slope stabilization work was executed inthe west slopeof the Cuyahoga River. Prior to constructing the eastbound I-90 Viaduct Structure, the Developer shall perform additional slope stabilization work by constructing all aspects of the West Slope Grading Plans as specified in Appendix GE-01 (West Slope Grading Plan).Control of groundwater encountered during construction is the responsibility of the Developer. Perched groundwater in the upper layers of permeable soils was encounteredin the west slopeduring CCG1. The need for temporary works and drainage devices beyond those elements required in Appendix GE-01 (West Slope Grading Plan) shall be assessed by the Developer and installed to maintain stability, control water, and allow construction to proceed. The Developer shall prepare a Groundwater Control Plan in compliance with Appendix GE-01 (West Slope Grading Plan) demonstrating the Developer’s approach to controlling and managing groundwater.

9.2.2Broadway Waste Area

Soils excavated during grading of the west slope of the Cuyahoga River shall be placed in the Broadway Waste Area between Broadway Avenue and the GCRTA tracks as depicted in Appendix GE-39 (Broadway Waste Area Conceptual Plan). The fill material shall be placed per C&MS 203. The fill shall be properly mixed to achieve the following:

  1. Minimum undrained shear strength with cohesion of 700 psf
  2. Minimum drained shear strength with cohesion of 200 psf and internal friction angleof 22 degrees

No additional storm water runoff onto the GCRTA tracks is allowed. The existing retaining wall in the waste area supporting Broadway Avenue shall be removed to 1 foot below grade. The Developer shall install chainlink fence along the length of the removed retaining wall. Chain link fence shall meet the requirements for Right-of-Way fencing in Section 12 (Roadway).

9.2.3Subsurface Explorations

Available subsurface geotechnical exploration information, in the form of boring logs, soil profile plan sheets, testing results, and reports, along with historic explorations, are presentedas Reference Documents in Appendix GE. Laboratory testing results, instrumentation data, and detailed reports regarding the instability of the west slopeof the Cuyahoga River, as it relates to the Central Viaduct Structureand the I-90 Viaduct Structure,are also included as Reference Documents in Appendix GE. All subsurface geotechnical exploration information is representative of conditions at the time and location of the exploration.

The Developer is responsible for reviewing and analyzing the geotechnical information provided in Appendix GE. Soil samples and rock cores obtained by the Departmentduring recent geotechnical exploration that were not destroyed by testing are available for viewing at ODOT District 12, 5500 Transportation Boulevard, Garfield Heights, OH 44215. Contact Jason Wise for viewing at or 216-584-2144.

Interpretation and interpolation of geotechnical data provided between boring locations shall be at the sole risk of theDeveloper. It is the Developer's responsibility to make interpretations and draw conclusions with respect to the character of the geotechnical materials encountered and their impact upon its work.

The Developer is responsiblefor determining the need for and conductinggeotechnical explorations necessary to complete the Project.Geotechnical explorations shall be performed and reported in accordance with the Specifications for Geotechnical Explorations. TheDeveloper shall secure access permits from the appropriate agencies, if required, for all additional geotechnical explorations,which may require the preparation of an equipment access plan, description of equipment types, a plan of the test locations, and other items. In conjunction with Section 8 (Right-of-Way), the Developer shall not enter any private property without permission from the private property owner.

9.2.4Ontario Street West Approach Embankment

The west approach embankment for the I-90 bridge over Ontario Streetshall satisfy the following criteria:

  1. Global stability calculations for the southwest slope descending to the Greater Cleveland Regional Transit Authority (GCRTA) tracks shall use a minimum safety factor of 1.5.
  2. Lateral squeeze calculations shall use a minimum safety factor of 2.0. Calculations of lateral squeeze shall be based on the FHWA Soils and Foundations Reference Manual.
  3. Allground improvement techniques shall follow Department Standards. Ground improvement techniques not covered by Department Standards shall followthe guidelines presented in FHWA’s Ground improvement methods.
  4. The impact of total settlement and embankment loads on existing infrastructure shall not exceed tolerable movement or stresses specified in Department and AASHTO Standards or exceed surface tolerances specified in the C&MS. Calculations of total settlement shall include immediate compression, primary consolidation, and secondary compression. The Developer shall determine the impact of total settlement and embankment loads on existing infrastructure, including the westbound I-90 Viaduct Structure, retaining walls, and roadways.

9.3DESIGN REQUIREMENTS

9.3.1Geotechnical ExplorationReports

All geotechnical design and explorations performed by the Developer shall be completed and submitted to the Department in a report format following the guidelines of Section 700 of the Specifications for Geotechnical Explorations. The Developer shall add all new geotechnical exploration information to GE-09 (Soil Profile) in accordance with the Specifications for Geotechnical Explorations.

9.3.2Foundation Analysis and Design

The Developer shall use the geotechnicalexploration information provided, along with any additional information gathered by the Developer, to design foundations for each structure. The Developer shall perform all foundation analyses and designs using the Load Resistance Factor Design (LRFD) method. The Allowable Stress Design (ASD) method shall only be used where LRFD methods do not yet exist in the governing regulations.

As part of the Geotechnical Exploration Reports, the Developer shall prepare a Foundation Report (as defined in the BDM and SGE) for each structure. Foundation Reports shall include all engineering analyses and design recommendations and shall be prepared in accordance with the Quality Management Plan.

The Developer shall not incorporateany existing or abandoned substructures or foundations for temporary or permanent support of the I-90 Viaduct Structure.

9.3.3Geotechnical Instrumentation

9.3.3.1DepartmentInstrumentation

A plan of existing and new instrumentation to be installed by the Developeris included in Appendix GE-01 (West Slope Grading Plan).All instrumentation shall be protected by the Developer. If the Developer fails to protect instrumentation, the Developer shall reinstall it within two weeks after the instrumentation is damaged. Instrumentation that is damaged shall be removed to 2 feet below grade, and the void backfilled with grout. Salvaged instrumentation may not be reused.The Developer shall provide the Department access to sites where instrumentation is installed. The Departmentwill maintain and read all instruments identified for the duration of the Project.

Historic instrumentation reports and data are included in Appendix GE-11 and GE-12(CUY 90 Field Monitoring Reports). Data from readings taken during the course of the Project will be provided to the Developer.

9.3.3.2Supplemental Instrumentation

The Developer shall evaluate and determine the need for supplementalinstrumentation for the purpose of geotechnical design verification. The Developer shall prepare a Supplemental Instrumentation Plan showing proposed instrument locations, installation procedures and requirements, zones of influence, critical or limiting readings, frequency of readings, threshold settlement andother movement criteria, and procedures to modify construction methods should threshold criteria be exceeded.Instrumentation installation procedures shall follow Department Standards.

As instrumentation and monitoring data become available, the Developer shall compile results in the form of a Supplementary Instrumentation and Monitoring Report. This report shall include a comparison of the results to design predictions. The Developer shall submit the Supplementary Instrumentation and Monitoring Report as readings become available.

Where predicted primary settlements are more than 3.0 inches, the Developer shall install a minimum of two settlement platforms with no less than one platform for every 100 longitudinal feet of representative section. The settlement platforms shall be constructed in accordance with Appendix GE-04(OGE Settlement Platform - Cells Details and Notes).

9.3.4Monitoring and Control Requirements

The Developer is responsible for all damage resulting from construction activities. The Developer shall control vibration and ground settlement and monitor all buildings, structures,Utilities,critical locations, and other areasthat may be subject to damage from construction-induced vibration or settlement within embankment fills or zones of influence for construction activity as shown on the Supplemental Instrumentation Plan.

Critical locations shall include existing bridges, brick combined sewers at Kenilworth and Fairfield Avenues, CEI Horizon tunnel, CEI Horizon Substation, the Annunciation Greek Orthodox Church, St. Augustine Church, 1103 University Road, 1107 University Road, Sokolowski’s (1201 University Road), and the Norfolk Southern Vertical Lift Bridge over the Cuyahoga River.

Vibration control and monitoring shall conform to C&MS 208.15, except as modified below:

  1. All references to blasting shall instead apply to construction activities.
  2. The vibration specialist’s experience requirement shall apply for vibration monitoring and need not be specific to rock blasting projects.

Blasting and explosives are not allowed on this Project.

The Developer shall prepare a Settlement and Vibration Monitoring Plan that identifies critical locations within the zone of influence of embankment fills or construction equipment loads and within limits determined by the vibration specialist. The Settlement and Vibration Monitoring Plan shall establish proposed instrument locations, installation procedures and requirements, critical or limiting readings,frequency of readings, threshold settlement or other movement criteria, and procedures to modify construction methods should threshold criteria be exceeded.The Developer shall prepare vibration-related deliverables in accordance with C&MS 208.

The Developer shall conduct a pre-construction survey of allbuildings, structures, Utilities,and critical locations within the zone of influence andlimits determined by the vibration specialist. The Developer shall use a survey method acceptable to its insurance company.If owners or occupants fail to allow access to a property for the pre-construction survey, the Developer shall send a certified letter to the owner or occupant, and shall make the notification effort and the certified letter part of the pre-construction survey records. The Developer shall deliver a copy of the pre-construction survey to the Department before beginning construction operations at critical locations.Pre-construction and post-construction surveys of the CEI Horizon tunnel and the brick combined sewersat Kenilworth and Fairfield Avenues shall include video monitoring extending from the nearest manhole west of the bridge to the nearest manhole east of the bridge. All defects and cracks shall be identified, measured, and documented with each report. The Developer shall provide a crawler-mounted camera and equipment in accordance with Supplemental Specification 902. The Developer shall have a technician continuously video monitor and record the inside of the tunnel and combined sewer pipe during pile driving operations.

9.3.5Subgrade Compaction and Proof Rolling

The Developershall prepare suitable subgrade in conformance withC&MS 204 and Supplemental Specification 878. The Developer is responsible for identifying the method, location, and dimensions (including depth) of subgrade stabilization in the Design Documents. For areas where the proposed subgrade is at the same elevation as existing subgrade or is below existing elevation, the Developer shall use the guidelines in ODOT Geotechnical Bulletin 1, Plan Subgrades, Section H, to identify any unsuitable existing subgrade soil and rock. The Geotechnical Bulletin 1 Subgrade Analysis Spreadsheet shall be incorporated into the Subgrade Exploration Report. For areas where the proposed subgrade shall be constructed using embankment materials, the restrictions listed in C&MS 203.03 on embankment materials shall apply.

9.4DELIVERABLES

Unless otherwise indicated, all deliverables shall be submitted in both electronic format and hardcopy format. Acceptable electronic formats include Microsoft Word, Microsoft Excel, or Adobe Acrobat (.PDF) files, unless otherwise indicated. At a minimum, the Developer shall submit the following to the Department:

Deliverable / For Acceptance, Approval or Submittal / Number of Copies / Submittal Schedule / Reference Section
Hardcopy / Electronic
Groundwater Control Plan / Submittal / 1 / 1 / Submit 30 days prior to construction / 9.2.1
Geotechnical Exploration Reports / Submittal / 1 / 1 / Submit each report with the interim design submittal for Buildable Unit / 9.3
Final Project Soil Profile / Submittal / 1 / 1 / Submit within 180 days of the final Buildable Unit being Released for Construction / 9.3.1
Supplemental Instrumentation Plan / Submittal / 1 / 1 / Submit before construction of any Released for Construction design submittals / 9.3.3.2
Supplementary Instrumentation and Monitoring Report / Submittal / 1 / 1 / Weekly or more frequently if warranted / 9.3.3.2
Settlement and Vibration Monitoring Plan / Submittal / 1 / 1 / Submit before construction of any Released for Construction design submittals / 9.3.4
Kenilworth and Fairfield Pre-construction Video Survey Report / Submittal / 1 / 1 / Submit before construction of any Released for Construction submittals for Bridge Location Nos. 23 and 24. / 9.3.4

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