1 / 37

YOU WANT IT WHERE ?

YOU WANT IT WHERE ? DESIGN CHALLENGES ASSOCIATED WITH CONSTRUCTING THE NEW DOLWICK CONNECTOR INTO THE EXISTING I-275 EMBANKMENT. Presented by:. Craig Lee, P.E . Senior Engineer Lexington, Kentucky. HOW LOW-TECH AND HILLBILLY SENSE SOLVED.

Download Presentation

YOU WANT IT WHERE ?

An Image/Link below is provided (as is) to download presentation Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author. Content is provided to you AS IS for your information and personal use only. Download presentation by click this link. While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server. During download, if you can't get a presentation, the file might be deleted by the publisher.

E N D

Presentation Transcript


  1. YOU WANT IT WHERE? DESIGN CHALLENGES ASSOCIATED WITH CONSTRUCTING THE NEW DOLWICK CONNECTOR INTO THE EXISTING I-275 EMBANKMENT Presented by: Craig Lee, P.E. Senior Engineer Lexington, Kentucky

  2. HOW LOW-TECH AND HILLBILLY SENSE SOLVED DESIGN CHALLENGES ASSOCIATED WITH CONSTRUCTING THE NEW DOLWICK CONNECTOR INTO THE EXISTING I-275 EMBANKMENT Presented by: Craig Lee, P.E. Senior Engineer Lexington, Kentucky

  3. Cincinnati ProjectSite Louisville Lexington

  4. I-75 / I-71 I-275 Interchange Cincinnati / Northern Kentucky International Airport Ohio River Downtown Cincinnati

  5. Project Site Southbound I-75 / I-71 Westbound I-275

  6. Embankment Dry Creek Ramp from SB I-75 / I-71 to WB I-275

  7. Existing Slope Configuration Existing I-275 Ramp Existing Embankment: Limestone, Shale, & Clay  2 H 1 V  150 ft. Dry Creek Rock Line

  8. Design Task:Design a 2 lane road between Dry Creek and the existing I-275 Ramp without impacting either. Existing I-275 Ramp  150 ft. Dry Creek

  9. Proposed Slope Configuration Existing I-275 Ramp Right Side Tiedback Wall Dolwick Connector Left Side Tiedback Wall  150 ft. Dry Creek

  10. Geotechnical Design Team • Drilling & Sampling KY Transportation Cabinet Geotechnical Branch Horn & Associates • Laboratory Testing & Rock Core Logging KY Transportation Cabinet Geotechnical Branch • Geotechnical Analyses, Drafting, & Report S&ME, Inc.

  11. Drilling and Sampling Evaluation of Shear Strength Parameters Analyses Summary & Conclusions Presentation Overview

  12. Drilling & Sampling Program • Wall Borings Rock Cores Every 50 ft. Along Centerline of Walls SPT Sampling in Fill Material at Selected Locations Packer, Slope Inclinometers, Observation Wells • Anchor Borings Rock Cores & SPT Sampling Every 200 ft. Observation Wells

  13. Drill Access vs New Landslide

  14. Initial Approach:Minimize Disturbance to Existing Embankment

  15. Modified Approach:CarefullyCut Benches Into Slope

  16. Drilling Along Right Wall

  17. More Drilling Along Right Wall

  18. Reclaimed Slope

  19. Geology • Bull Fork Formation (2/3Limestone) • Bellevue Tongue of Grant Lake Limestone • (1/2 limestone) • Fairview Formation (1/3 limestone) • KopeFormation (1/5 limestone)

  20. Analysis Tasks • Evaluate Shear Strength Parameters • Assess Stability of Existing Slope • Calculate Wall Loads • Analyze Global Stability & Adjust Loads

  21. How to Evaluate Shear Strength Parameters ?

  22. How to Evaluate Shear Strength Parameters ? • Run Triaxial or Other Tests to Directly Measure Parameters ? • Rely on Correlations and Judgment ?

  23. The Great Debate • Some argued  was 14 to 19 degrees • Some argued  was closer to 30 degrees • Pretty Simple to Solve This Debate • Classify the Material then LCV and HCV

  24. Packer Permeability Testing • Performed in 4 Borings • k  6x10- 4 to 2x10- 3 cm/sec in Fill Material • k  10- 3 cm/sec ~ SW/SP • Conclusion: Fill is a “Tweener”

  25. Franklin Shale Rating System , c = f (SDI, PI)   12o - 17o c  120 - 170 psf FS = f ( , c, Slope Geometry )  0.7 - 0.8 Conclusion: Fill is a “Tweener” with Higher Shear Strength Parameters Model as “Hybrid” not “Pure Shale Embankment”

  26. What We Know • Numerous Failures in the Area • I-275 Embankment stable for years • The Geology of the adjacent Rock Cut • Typical Failure Surface Geometry

  27. Shear Strength Parameters Range of Parameters from Back - Analyses   24o - 28o c  100 - 300 psf Selected Design Parameters  = 24o c = 100 psf

  28. Target Factors of Safety Right Wall Local: 1.4 Global: 1.3 Left Wall Local: 1.4

  29. Calculation of Right Wall Loads Apparent Earth Pressure Method p = 0.65 ka H p = f (, , )  = assumed infinite backslope Kafrom Mueller-Breslau equation Limit Equilibrium Method Perform Local Slope Stability Analysis p = f (, , c, actual slope geometry)

  30. Right Wall Apparent Earth Pressure/ Limit Equilibrium Correlation

  31. Right Wall Design Load Equation Design Load = 2.47 x H2 x 

  32. Calculation of Left Wall Loads Local Stability Controls Right Wall Design Loads Global Stability Controls Left Wall Design Loads

  33. Right Wall Geotechnical Design Data Design Pressure ( Pd) Design Height ( Hd) Highest Allowable Pile Tip Elevation Allowable Passive Pressure ( Pp) Allowable End Bearing ( qa) Allowable Rock Socket Pressure ( Prs)

  34. Summary & Conclusions • Drilling & Sampling Program Provided Ample Data. • Characterization of the Embankment Required: • Observing and Believing Existing Conditions • Innovative Thinking • Lowest Conceivable Value – Highest Conceivable Value • Just Plain Engineering Judgment • Packer Permeability Testing was a Useful Component. • The Relationship Between Design Loads Computed by Apparent Earth Pressure and Limit Equilibrium Methods is Approximately 1:1 for Right Wall.

More Related