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Guidelines for Geofoam Applications in Slope Stability Projects

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Guidelines for Geofoam Applications in Slope Stability Projects TRB Webinar: Guidelines for Geofoam Applications in Slope Stability Projects David Arellano, University of Memphis Steven Bartlett, University of Utah Ben Arndt, Yeh & Associates, Inc. Moderated by: Mohammed Mulla, North Carolina DOT July 27, 2017 1 Webinar Outline • Overview of problem statement and background on use of geofoam • Engineering properties of block‐molded expanded polystyrene for slope stabilization • Design methodology overview • Construction practices & cost considerations • Update on previous standard for slope stability applications • Question and answer session 2 Overview of problem statement & background on use of geofoam David Arellano, University of Memphis 3 Slope stabilization US 160 Durango, CO. Photos: Sutmoller 4 Slope stabilization AL DOT AL DOT 5 AL DOT Overview of EPS Block Placement Configuration Completed Road 6 Geofoam Types (ASTM D 6817) 7 EPSIA: EPS Geofoam Applications & Technical Data Problem Statement • New roadway alignments and/or widening of existing roadway embankments will be required to solve the current and future highway capacity problem. • Roadway construction often exacerbates the landslide problem in hilly areas by alternating the landscape, slopes, and drainages and by changing and channeling runoff (Spiker and Gori, 2003). • Geofoam provides an alternative slope stabilization and repair technique that is based on reducing the driving forces. 8 Previous NCHRP Results: NCHRP 24‐11 Rte 1 & 9, Jersey City, NJ Port of Longview, Longview, WA Photos: Sutmoller 9 NCHRP 24-11(02) a) Slope‐sided fill. b) Vertical‐sided fill (Geofoam wall). 10 Research Objective • To develop a comprehensive document that provides both state‐of‐ the‐art knowledge and state‐of‐practice design guidance to those who have primary involvement with roadway embankment projects with design guidance for use of EPS‐block geofoam in slope stability applications. 11 Primary Research Products 24‐11(02) Relevant Engineering Economic Properties Data Design Guideline Detailed Numerical Example Material & Construction Standard 12 Engineering properties of block‐ molded expanded polystyrene for slope stabilization Steve Bartlett, University of Utah 13 Key Properties • Density • Indicator of quality, strength and compressive resistance of EPS • Required for vertical stress and buoyancy calculations • Compressive Resistance (Elastic Young’s Modulus) • 1 % axial strain values used to determine allowable loads • Dead loads and live loads limited to prevent excessive long‐term creep • Interface Friction • Geofoam to Geofoam • Geofoam to Backfill (sand) • Shear Strength (Seismic Design Only) • Shear strength of shear keys (if used) 14 Design properties ‐ ASTM D6817 This standard is commonly used to specify the minimum required values for construction 15 Density EPS block density is controlled by the amount of styrene beads used to make the block. More beads produce higher st raw styrene beads steam expanded (1 steam heating) density. block molding (2nd steam heating) block placement 16 Density d = 7.3 * D - 47 where D = Density Design Compressive Strength Versus Density 17 Density and Buoyancy F resisting Surface water Ground Fuplift water Drainage Sand 18 Compressive Resistance 2‐in cube samples usually tested for QC 19 Compressive Resistance 1 0.9 EPS19‐4 0.8 0.7 0.6 0.5 0.4 Design Value 0.3 Normalized Vertical Stress 0.2 0.1 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 Vertical Strain (%) 20 Compressive Resistance and Creep 21 Compressive Resistance and Creep 22 I‐15 Reconstruction Project Interface Friction n Lateral Force EPS BLOCK • Interface Friction Need for Design Against Sliding = n tan = sliding shear resistance n = normal stress tan 0.6 (Design Value) 31 degrees (Design Value) 23 Interface Friction 24 Shear Strength (Seismic Design) 25 Shear Strength (Seismic Design Only) 26 Design methodology overview David Arellano, University of Memphis 27 Major Components of an EPS‐Block Geofoam Slope System • Failure Modes • External instability • Internal instability • Pavement system failure 28 External Instability 29 Static and Seismic Slope Stability (Existing Soil Slope Material Only) 30 Static and Seismic Slope Stability (Both Fill Mass and Existing Soil Slope Material) 31 External Seismic Stability Failure: Horizontal Sliding of the Entire Embankment & Overturning of an Entire Vertical Embankment about the Toe of the Embankment 32 Bearing Capacity Failure & Settlement 33 External Stability Summary of Failure Mechanisms • Static slope stability • Settlement • Bearing capacity • Seismic • seismic slope instability • seismic‐induced settlement • seismic bearing capacity failure • seismic sliding • seismic overturning • 34 Internal Instability 35 Internal Seismic Stability Failure Horizontal Sliding 36 Load Bearing Failure of the Blocks etotal FS 1. Selection of EPS type directly below the pavement system • Traffic and gravity stresses on top of the geofoam. 2. Selection of EPS type at various depths within the EPS block fill mass. • Traffic and gravity load stresses at various depths within the geofoam. 37 EPS Geofoam Types (ASTM D 6817) EPSIA: EPS Geofoam Applications & Technical Data 38 Depth Estimated Largest Preliminary (m) Preliminary Stress EPS Type (kPa) 0.5 96 EPS39 0.75 58 EPS29 1.0 38 EPS19 226EPS19 313EPS19 415EPS19 510EPS19 39 Load Distribution Slab 40 External Stability Summary of Failure Mechanisms • Horizontal Sliding • Load Bearing Failure 41 Pavement System Failure 42 Pavement Design 43 AL DOT Overview of EPS Block Placement Configuration Completed Road 44 1 Background investigation including stability analysis Does slope include roadway of existing slope at head of slide? (See Figure 13 (b)) -If yes, proceed to Step 8 -If no, skip to Step 10 Overall Design Procedure 2 Select a preliminary type of EPS and assume a preliminary pavement system design (if necessary) 8 Pavement system 3 design Optimize volume & location of EPS fill or assume a preliminary fill mass arrangement 9 Does required pavement system result in a change in 4 Yes Return to Step 5 Modify optimized EPS fill as overburden stress compared to the preliminary pavement needed for constructability system design developed in Step 2? No 5 Static slope stability Yes (external) Optimize volume & acceptable? No Return to Step 8 and location of EPS fill based modify pavement system on required seismic stability. Modify Yes optimized fill as needed for constructability. Recheck static slope 10 stability. OR Load bearing 6 No Seismic stability and (internal) No overturning (external) acceptable? acceptable? Return to Step 2 and use Yes EPS blocks with higher elastic limit stress Yes 7 Seismic stability (internal) acceptable? 11 Settlement No Return to Step 3 (external) No acceptable? Yes Yes Will inter-block connectors meet 12 Step 7 requirements? Bearing capacity No Return to Step 3 (external) acceptable? No Yes 13 Design Details 45 46 Optimization Procedure • The optimal location of the EPS mass within the overall slope cross‐ section is not intuitively obvious. • Obtain results of preliminary slope stability analysis. • Copy or input stability analysis results into spreadsheet. • Set up optimization equations in spreadsheet. • Use Solver Add‐In to perform optimization. 47 Optimization Procedure Stability analysis results from optimization procedure Stability analysis results of modified layout 48 49 50 Increasing Block Resistance 51 Does slope include roadway at head of slide? (See Figure 13 (b)) -If yes, proceed to Step 8 -If no, skip to Step 10 8 Pavement system design 9 Return to Step 5 Does required pavement system result in a change in Yes (Static slope overburden stress compared to the preliminary pavement stability) system design developed in Step 2? No 52 Return to Step 8 and modify pavement system 10 OR Load bearing No (internal) acceptable? Return to Step 2 and use EPS blocks with higher elastic limit stress Yes 53 54 1 Background investigation including stability analysis Does slope include roadway of existing slope at head of slide? (See Figure 13 (b)) -If yes, proceed to Step 8 -If no, skip to Step 10 Overall Design Procedure 2 Select a preliminary type of EPS and assume a preliminary pavement system design (if necessary) 8 Pavement system 3 design Optimize volume & location of EPS fill or assume a preliminary fill mass arrangement 9 Does required pavement system result in a change in 4 Yes Return to Step 5 Modify optimized EPS fill as overburden stress compared to the preliminary pavement needed for constructability system design developed in Step 2? No 5 Static slope stability Yes (external) Optimize volume & acceptable? No Return to Step 8 and location of EPS fill based modify pavement system on required seismic stability. Modify Yes optimized fill as needed for constructability. Recheck static slope 10 stability. OR Load bearing 6 No Seismic stability and (internal) No overturning (external) acceptable? acceptable? Return to Step 2 and use Yes EPS blocks with higher elastic limit stress Yes 7 Seismic stability (internal) acceptable? 11 Settlement No Return to Step 3 (external) No acceptable? Yes Yes Will inter-block connectors meet 12 Step 7 requirements? Bearing capacity No Return to Step 3 (external) acceptable? No Yes 13 Design Details 55 Additional Design Considerations 56 Overview of EPS Block Placement Configuration AL DOT 57 Long-Term Durability • 1972 Norway Flom Bridge • First major lightweight fill project. • Over 40 years of extensive worldwide use. Aaboe & Frydenlund (2011) 58 Design Considerations: Ultraviolet
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