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Calculation of Heave of Deep Pier Foundations. By John D. Nelson, Ph.D., P.E., Hon. M. SEAGS, F. ASCE, Kuo-Chieh (Geoff) Chao, Ph.D., P.E., M. SEAGS, M. ASCE, Daniel D. Overton, M.S., P.E ., F. ASCE, and Robert W. Schaut, M.S., P.E ., M. ASCE . www.enganalytics.com. August 2012.
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Calculation of Heave of Deep Pier Foundations By John D. Nelson, Ph.D., P.E., Hon. M. SEAGS, F. ASCE, Kuo-Chieh (Geoff) Chao, Ph.D., P.E., M. SEAGS, M. ASCE, Daniel D. Overton, M.S., P.E., F. ASCE, and Robert W. Schaut, M.S., P.E., M. ASCE www.enganalytics.com August 2012
Photo of Shear Failure in South Side of Pier at N7 DAMAGE FROM EXPANSIVE SOILS
Outline of Presentation • Introduction • Free-Field Heave Prediction • Pier Heave Prediction • Validation of APEX • Pier Design Curves • Example Foundation Design • Conclusions
INTRODUCTION • Pier and grade beam foundations are a commonly used foundation type in highly expansive soils. • Existing pier design methods consider relatively uniform soil profiles, and piers with length to diameter ratios of about 20 or less. • Fundamental parameter on which foundation design is based is the “Free-Field Heave“(i.e. the heave of the ground surface with no applied loads) • A finite element method of analysis (APEX) was developed to compute pier movement in expansive soils having: • Variable Soil Profiles, • Complex Wetting Profiles, • Large Length-to-Diameter Ratios, and • Complex Pier Configurations and Materials
FREE-FIELD HEAVE PREDICTIONby Oedometer Method Terminology and notation for oedometer tests
FREE-FIELD HEAVE PREDICTIONDetermination of Heave Index, CH Vertical stress states in soil profile
FREE-FIELD HEAVE PREDICTIONStress Paths Under Different Loading Conditions S% S E M CH CS 0 D C L Cc J K s’i H ho hC1 LOG h 0’ s’i1 G B P s’i2 F A s’CV N s’CS LOG s’
FREE-FIELD HEAVE PREDICTIONCalculations of Design Heave (S%)z σ‘vo
FREE-FIELD HEAVE PREDICTIONDetermination of Heave Index, CH Data from Method A of the ASTM D4546-08 Standard
FREE-FIELD HEAVE PREDICTIONDetermination of Heave Index, CH Method A data from the Standard plotted in semi-log form
FREE-FIELD HEAVE PREDICTIONDetermination of Heave Index, CH Method A data from the Standard plotted in semi-log form
FREE-FIELD HEAVE PREDICTIONRelationship between s′cv and s′cs Logarithmic Form: • Data collected from Porter, 1977; Reichler, 1997; Feng et al., 1998; Bonner, 1998; Fredlund, 2004; Thompson et al. 2006; and Al-Mhaidib, 2006 • The types of the soils consist of claystone, weathered claystone, clay, clay fill, and sand-bentonite • l = 0.36 to 0.90 (avg = 0.62) for claystone = 0.36 to 0.97 (avg = 0.59) for all soil types
FREE-FIELD HEAVE PREDICTIONRelationship between s′cv and s′cs Histograms of the λ values determined using the logarithmic form
PIER HEAVE PREDICTION Typical pier and grade beam foundation system
DAMAGE FROM EXPANSIVE SOILS Diagonal Crack Pier
PIER HEAVE PREDICTIONRigid Pier Analysis Rigid Pier Analysis Pdl U D
PIER HEAVE PREDICTIONElastic Pier Analysis Normalized Pier Heave vs. L/ZAD Ref: Poulos & Davis (1980) Nelson & Miller (1992) Nelson, Chao & Overton (2007) Straight Shaft Belled Pier
PIER HEAVE PREDICTIONElastic Pier Analysis Normalized Force vs. L/ZAD Ref: Poulos & Davis (1980) Nelson & Miller (1992) Nelson, Chao & Overton (2007) Straight Shaft Belled Pier
PIER HEAVE PREDICTIONAPEX Method Analysis of Piers in EXpansivesoils
PIER HEAVE PREDICTIONAPEX Method The field equations with soil swelling where: eiso= isotropic swelling strain, err, eqq, ezz = components of stress and strain in cylindrical coordinates, and E = modulus of elasticity of the soil
PIER HEAVE PREDICTIONAPEX Method Interface Conditions where: Ft= the nodal force tangent to pier, Hp= the pier heave, Ut= the nodal displacement tangent to pier, and k = the parameter used to adjust shear stress soil boundary conditions pier-soil boundary conditions
PIER HEAVE PREDICTIONAPEX Method Adjustment in pier heave soil heave-upward force on pier soil heave-upward force on pier initial-no force on pier
PIER HEAVE PREDICTIONAPEX Method Soil failure and shear strain Strength envelopes for slip and soil failure modes
PIER HEAVE PREDICTIONAPEX Method APEX Input • E = modulus of elasticity • a = coeff. of adhesion • ρi = cumulative free-field heave • ZAD= design active zone • d = diameter of pier • Pdl = dead load
PIER HEAVE PREDICTIONAPEX Method Typical APEX results Shear Stress Distribution Along Pier Variation of Slip Along Pier
PIER HEAVE PREDICTIONAPEX Method Typical APEX results Axial Tensile Force (KN) (d) Axial Force Distribution
VALIDATION OF APEX • Case I Manufacturing Building in Colorado, USA • Case II Colorado State University (CSU) Expansive Soil Test Site
VALIDATION OF APEX Soil heave distribution for Cases I and II Case I Manufacturing Building Case II CSU Expansive Soil Test Site
VALIDATION OF APEX Elevation survey data in hyperbolic form compared with heave computed by APEX for Manufacturing Building
VALIDATION OF APEX Measured versus predicted axial force in the concrete pier for the CSU Test Site
PIER DESIGN CURVES Pier heave - linear free-field heave distribution
PIER DESIGN CURVES Pier heave - linear free-field heave distribution
PIER DESIGN CURVES Pier heave - nonlinear free-field heave distribution
EXAMPLE FOUNDATION DESIGN D = 300mm 0 m Weathered Claystone Free-field heave = 192 mm Tolerable pier heave = 25 mm a = 0.4 w = 12 % g = 1.9 Mg/m3 • Es = 9,400 kPa • S% = 2.0 % • s’cs = 350 kPa 5 m Claystone ZAD = 10 m w = 9 % g = 1.8 Mg/m3 Es = 11,200 kPa S% = 3.5 % s’cs = 550 kPa 10 m Sandy Claystone w = 8 % g = 1.8 Mg/m3 Es = 120,000 kPa S% = 1.86 % s’cs = 305 kPa
EXAMPLE FOUNDATION DESIGN Cumulative heave profile for example calculation Weathered Claystone Claystone Sandy Claystone
EXAMPLE FOUNDATION DESIGN Example pier heave computed from APEX program
EXAMPLE FOUNDATION DESIGN APEX (Uncased) Rigid Pier Elastic Pier APEX (Cased) 0 m 0 m Weathered Claystone 5 m 5 m Claystone 10 m 10 m Sandy Claystone L = 11.4 m 15 m 15 m L = 15.3 m L = 18.0 m L = 18.7 m 20 m 20 m Tolerable pier heave = 25 mm 25 m 25 m
Conclusions • The rigid pier method assumes equilibrium of the pier, and hence, no pier movement, providing an overly conservative design. • The elastic pier method allows for some tolerable amount of pier heave. However, it is limited to use in simplified soil profiles and uniform piers. • The APEX program is a versatile and robust method of analysis. • APEX allows for pier analysis within complex soil profiles where soil properties and/or water contents vary with depth. • APEX generally predicts lower pier heave values, and shorter design lengths than other methods.
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