Liquefaction Mitigation using GeoComposite Vertical Drains

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Presentation transcript:

Liquefaction Mitigation using GeoComposite Vertical Drains Kyle Rollins and Joshua K.S. Anderson Brigham Young University Civil & Environmental Engineering Dept Provo, Utah, USA

Acknowledgements NCHRP-IDEAS Program Nilex, Inc. ConeTec, Inc.

Liquefaction Mitigation by Densification Versus… Vibro-Compaction Stone Columns Dynamic Compaction Compaction Grouting

Liquefaction Mitigation by Drainage Liquefiable Sand Drains

EQ Drain with and without Filter Fabric

Drain Installation EQ Drain Hollow Steel Mandrel Anchor Plate

Potential Problems with Conventional Densification Expensive and time consuming effort Cost increases and success decreases as fines content increases. Cost of improvement increases as initial blow count increases. Improved density may be overestimated by conventional penetration correlations.

Potential Advantages of Earthquake Drains Reduced cost of installation Shorter installation time Greater flow capacity than stone columns Densification during drain installation May provide mitigation for silty sands that are difficult to densify

PROJECT OBJECTIVES Evaluate ability of drains to dissipate excess pore pressures. Evaluate ability of drains to reduce liquefaction-induced settlement. Provide case histories to validate/calibrate computer models.

Test Site Locations Vancouver, B.C. Treasure Island, CA

Treasure Island Test Site Downtown San Francisco Test Site

Installation Induced Settlement

Blast-Induced Settlement in Untreated Area

Blast-Induced Settlement in Treated Area Cluster 1 Cluster 2 (Wick Drains) Cluster 4 Cluster 5 Cluster 6 Cluster 7 Cluster 3 Cluster 8 Settlement Stakes Blast Holes

Blast-Induced Settlement Cluster 1 Cluster 2 (Wick Drains) Cluster 4 Cluster 5 Cluster 6 Cluster 7 Cluster 3 Cluster 8 Settlement Stakes Blast Holes 20 40 60 80 100

Pore Pressure Response

Vancouver BC Test Site Vancouver CANLEX Test Site EQ Drain Test Site MasseyTunnel

Typical CPT Profile

Layout for EQ Drain Test Areas 1.22 m 4 Blast Holes at 5 m radius

Pipe Mandrel with Minimum Densification

Finned-Mandrel for Maximum Densification

Avg. Installation-Induced Settlement

Video of EQ Drain Test Click on picture to see second earthquake drain test in vancouver, BC

Pore Pressure Response -High Vibration

Blast Induced Settlement for EQ Drains Relative to Untreated Test Area

Comparison of qc with Time Low Vibration High Vibration

ANALYSIS OF TEST RESULTS Calibrate model with measured response from blast event. Compute expected response from earthquake event.

Input Parameters for FEQDrain Analysis Soil Layering Hydraulic Conductivity, K Modulus of Compressibility, Mv Drain Properties Nq/NL, Stress Cycle Ratio Td, Earthquake Duration

Variation of Compressibility (Mv) with Ru Keep Ru in this Range (Seed et al,1976)

Reality Check on Input Parameters

Measured and Computed Pore Pressure (Treasure Island)

Measured and Computed Pore Pressure (Vancouver)

Measured and Computed Settlement (Vancouver)

Drain Performance for Various Earthquake Events and Drain Spacings Magnitude Duration (sec) Nq/Nl Drain Spacing (m) Maximum Ru Settlement (mm) Blast (Vancouver) 8 4.0 1.22 1.0 310 6.0 2.0 0.91 0.40 31 6.75 17 0.47 35 3.0 0.61 48 7.5 0.65 53

Conclusions Relative to Drains Significant densification provided. Rate of dissipation increased. Settlement can be reduced for low Ru. Drain layout must be designed for anticipated earthquake.