Development of LRFD resistance factors for mechanically stabilized earth (MSE) walls.

Details

• Creators:
  McVay, Michael ; Bloomquist, David ; Wasman, Scott ; Drew, Gary ; Lovejoy, Austin ; Pyle, Chris ; O’Brien, Riley
• Corporate Creators:
  University of Florida. Dept. of Civil and Coastal Engineering
• Corporate Contributors:
  United States. Dept. of Transportation
• Subject/TRT Terms:
  Bearing Capacity Centrifuges Earth Walls Embankments Granular Soils Load Factor Resistance (Mechanics) Soil Stabilization
• Publication/ Report Number:
  BDK75 977-22
• Resource Type:
  Tech Report
• Geographical Coverage:
  Florida
• Corporate Publisher:
  Florida. Dept. of Transportation
• Abstract:
  Over 100 centrifuge tests were conducted to assess Load and Resistance Factor
  
  Design (LRFD) resistance factors for external stability of Mechanically Stabilized Earth (MSE) walls
  
  founded on granular soils. In the case of sliding stability, the tests suggest the LRFD Φ values vary
  
  from 0.74 to 0.94 and 0.63 to 0.68 using Rankine and Coulomb methods for lateral resultant force,
  
  respectively. These values covered wall heights of 8 to 14 ft with variable backfill having µφ = 32° and
  
  CVφ = 11.7%. The study also revealed that the load factor for horizontal earth pressure agreed very
  
  well with current practice (AASHTO, 2012), i.e. 1.5.
  
  In the case of bearing stability, the tests support Φ = 0.47 and 0.45 (β = 3.09) for foundation soils
  
  with µφ = 26°-30° and 31°-33°, respectively, and Φ = 0.65 and 0.68 (β = 2.32); current practice uses Φ
  
  = 0.65. The tests also suggest the use of load inclination factors in estimating bearing capacity. The
  
  combination of axial and lateral force, i.e., inclined resultant reduces the depth and length of the bearing
  
  failure surface, which is reflected in a reduced capacity. From over 200 measurements, the load factor
  
  for vertical earth pressure was determined to be 1.87, which is larger than current practice, 1.35
  
  (AASHTO, 2012), but agrees well with values reported by others for internal stability. In the case of
  
  bearing stability of MSE walls near slopes, it was found that current prediction methods (Bowles,
  
  Vesic, etc.) are too conservative. Moreover, based on observed failures of MSE walls near embankments,
  
  slope stability instead of bearing controls their design.
  
  
• Format:
  PDF
• Collection(s):
  US Transportation Collection
• Main Document Checksum:
  urn:sha256:a205b9ba4399e4805a73b6954418b9d3ca17f78b3d5a2cc4063479bee398bb8d
• Download URL:
  https://rosap.ntl.bts.gov/view/dot/26847/dot_26847_DS1.pdf
• File Type:
  [PDF - 2.04 MB ]