APPENDIX B EXAMPLE PROBLEMS AND/OR CASE HISTORIES ....................... 235

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FIGURES
Figure 2-1: Bridge abutment (a) and bridge pier (b. ............................................................................... Figure 2-2: Temporary excavation support using (a) external braces and (b) tieback anchors. ............... Figure 2-3: Permanent retaining walls non-gravity cantilever wall. ......................................................... Figure 2-4: Noise barrier wall. ................................................................................................................ Figure 2-5: Slope stabilization with pile and lagging wall. ....................................................................... Figure 2-6: Schematic loading in abridge pier (from O’Neill and Reese 1999). ....................................... Figure 2-7: Schematic loading for slope stabilization (from O’Neill and Reese 1999). ............................. Figure 2-8: Schematic loading in a noise wall (from O’Neill and Reese 1999). ........................................ Figure 2-9: Vessel collision on fender piles (from O’Neill and Reese 1999)............................................. Figure 2-10: Scour effect on deep foundations (from O’Neill and Reese 1999). ...................................... Figure 2-11: Illustration of battered micropiles for slope stabilization (from Sabatini et al. 2005). ............. Figure 3-1: Schematic of various in-situ tests (Mayne et al. 2002). ......................................................... Figure 4-1: Typical loads in bridge abutments supported on deep foundations. ...................................... Figure 4-2: Typical loads in bridge piers supported on deep foundations. ............................................... Figure 4-3: Typical loads on noise walls supported on deep foundations. ............................................... Figure 4-4: Typical loads in deep foundations for slope stabilization. ...................................................... Figure 4-5: Illustration of force effects on bridge foundation (after Abu-Hejleh et al. 2011). ..................... Figure 4-6: Measurement of lateral deformation in a test shaft using an inclinometer (from Brown et al.
2010). ........................................................................................................................................... Figure 5-1: Design procedure for laterally loaded deep foundations (continued next page) ..................... Figure 6-1: Vertical deep foundation element subjected to lateral loading (a) elevation view (b) plan view of earth pressure distribution at depth Z prior to lateral load application and (c) plan view of earth pressure distribution at depth Z under applied lateral load. ............................................................ Figure 6-2: Illustration of short pile behavior and long pile behavior under lateral loads. ......................... Figure 6-3: Illustration of the critical depth concept for deep foundations (from Reese 1986). ................. Figure 6-4: Illustration of graphical p-y analysis results (from Hannigan et al. 2016, modified from Reese
1986). ........................................................................................................................................... Figure 6-5: Model of a deep foundation element under lateral loading conditions showing concept of nonlinear soil springs and p-y curves. ............................................................................................ Figure 6-6: Typical p-y curve fora single deep foundation element. ....................................................... Figure 6-7: Basic wedge in uniform soil for SWM (from Ashour et al. 1988; refer to reference for details on nomenclature and derivation. ....................................................................................................... Figure 6-8: Deflection pattern of laterally loaded long pile/shaft and associated strain wedge (from Ashour et al. 1988). ................................................................................................................................... 76

viii Figure 6-9: Geometry of a compound passive wedge (Ashour et al. 1988). ............................................ Figure 6-10: Earth pressure, shear, and moment diagrams for Broms method in cohesive soils (from Brown et al. 2010). ........................................................................................................................ Figure 6-11: Earth pressure, shear, and moment diagrams for Broms method in cohesionless soils (from Brown et al. 2010). ........................................................................................................................ Figure 6-12: Illustration of the selection of resistance factors for structural Strength Limit State of piles from AASHTO 2014). ................................................................................................................... Figure 6-13: Illustration of a partially embedded pile and equivalent cantilever pile (from Davisson and Robinson 1965). ............................................................................................................................ Figure 6-14: Illustration of scour conditions including degradation and general scour and local scour (after Brown et al. 2010). ........................................................................................................................ Figure 6-15: Effects of sloping ground. ................................................................................................... Figure 6-16: Effects of cyclic loading (a) schematic static and cyclic p-y curves and (b) loss of soil contact around deep foundation element (after Reese et al. 1975). ............................................................ Figure 6-17: Ground improvement treatment concepts for increasing lateral resistance of pile groups in weak soils (modified from Rollins and Brown 2011). ...................................................................... Figure 7-1: Illustration of the shadowing effect showing overlapping zones of mobilized lateral load resistance of a group of piles. ........................................................................................................ Figure 7-2: Illustration of the p-multiplier concept. ................................................................................ Figure 7-3: Illustration of the p-multiplier concept for rows of deep foundation elements in a group (from
Hannigan et al. 2006). ................................................................................................................. Figure 7-4: P-multipliers as a function of Lateral Pile Head Deflection (after Rollins et al. 1998). .......... Figure 7-5: Loading direction and layout of deep foundation elements for p-multipliers in Table 7-1 (from
AASHTO 2014). .......................................................................................................................... Figure 7-6: Pile group interaction in the SWM model (from Ashour et al. 2006, originally from Brown et al.
1988). ......................................................................................................................................... Figure 7-7: Example plots of load versus pile head deflection pile and bending moment versus pile head deflection for pile group analysis using single pile p-y analysis (modified from Hannigan et al. 2006, originally adapted from Brown and Bollman 1993). ...................................................................... Figure 7-8: Variation of foundation response for vertical and batter piles (modified from Wilson et al.
2006). ......................................................................................................................................... Figure 7-9: Modifying constant for p-y curves for batter piles (from Reese et al. 1974).......................... Figure 8-1: Corrected blow count versus residual undrained shear strength (Brown et al. 2010). .......... Figure 8-2: Ship impact concentrated force on pier (after AASHTO 2014). ........................................... Figure 8-3: Ship impact line load on pier (after AASHTO 2014). ........................................................... Figure 8-4: Barge impact force on pier (after AASHTO 2014). .............................................................. Figure 9-1: Soldier pile wall. ................................................................................................................. Figure 9-2: Geometry for active earth pressure. ................................................................................... 128

ix Figure 10-1: Direction of movement and soil arching (after Liang and Zeng 2002). ............................... Figure 10-2: Slope divided into n slices (after Liang and Zeng 2002). ................................................. Figure 10-3: Forces acting on slice (Liang and Zeng 2002). ................................................................. Figure 10-4: Reduction factor concept in distribution of forces (after Liang and Zeng 2002). ................. Figure 10-5: Loading for design of a drilled shaft in slope stabilization. ................................................ Figure 11-1: Interaction diagram fora reinforced concrete column. ...................................................... Figure 11-2: Nominal and factored interaction diagrams. ...................................................................... Figure 11-3: Variation of φ with net tensile strain, t and dt/c for grade 60 reinforcement. ..................... Figure 11-4: Moment interaction diagram. ............................................................................................ Figure 11-5: Assumed stress-strain relation for concrete (from O’Neill and Reese 1999). ..................... Figure 11-6: Assumed stress-strain curves for steel (from O’Neill and Reese 1999). ........................... Figure 11-7: Bending in a circular section. ........................................................................................... Figure 11-8: Sketch for computing plastic moment of steel H-section. .................................................. Figure 11-9: Effect of axial loading on plastic moment in steel H-section. ............................................. Figure 11-10: Effect of axial loading on plastic moment in steel pipe piles. .......................................... Figure 12-1: Example of a two-way lateral load test setup fora drilled shaft. ....................................... Figure 12-2: Example of a one-way lateral load test setup on a deep foundation. ................................ Figure 12-3: Arrangement for two-way lateral loading (a) compression (b) tension. ............................. Figure 12-4: Bidirectional Lateral Testing Apparatus Using Embedded Load Cells (from Brown et al.
2010) .......................................................................................................................................... Figure 12-5: A pair of sister bar strain gauges attached to a reinforcement cage. ................................. Figure 12-6: Piecewise polynomial curve fitting applied to moment profile (after Dunnavant 1986). ...... Figure A P-y curves for soft clay with free water (a) static loading and (b) cyclic loading (after Matlock
1970). ......................................................................................................................................... Figure A P-y curve in stiff clay with free water - static loading (after Reese et al. 1975). .................. Figure A P-y curve in stiff clay with free water - cyclic loads (after Reese et al. 1975). ...................... Figure A Normalized p-y curve for stiff clay with free water – static loads (after Dunnavant and O’Neill
1989). ......................................................................................................................................... Figure A Normalized p-y curve for stiff clay with free water – cyclic loads (after Dunnavant and O’Neill
1989). ......................................................................................................................................... Figure A Values of As and Ac (after Reese et al. 1975). .................................................................. Figure A P-y curve in stiff clay with no free water – static loading (after Welch and Reese 1972). .... Figure A P-y curve in stiff clay with no free water – cyclic loading (after Welch and Reese 1972). ... 225

x Figure A P-y curve for static and cyclic loading in sand (after Reese et al. 1974). ............................ Figure A Values of coefficients 𝑨𝑨𝑨𝑨 and 𝑨𝑨𝑨𝑨 (after Reese et al. 1974)............................................... Figure A Values of coefficients B for soil resistance vs. depth (after Reese et al. 1974). ................. Figure A Basic shape of p-y curve for weak rock (Reese 1997). .................................................... Figure A Example p-y curve for liquefied sand (after Rollins et al. 2005). ....................................... Figure B Example problem for ITS pole. Figure B Pile top lateral deflection (a, bending moment (band shear diagrams (c. ...................... Figure B Unfactored and factored bending moment and axial force interaction diagram with resulting ultimate loads from lateral analysis. ............................................................................................. Figure B Pile top lateral deflection vs. pile length. ........................................................................... Figure B Maximum bending moment and shear vs. pile length. ....................................................... Figure B Example problem B. ....................................................................................................... Figure B Piles arrangement and ID. ................................................................................................ Figure B Pile group model (from GROUP program. ........................................................................ Figure B Unfactored and factored bending moment and axial force interaction diagram with resulting load demands from lateral analysis (Step 4). ............................................................................... Figure C Soil and rock layer profiles at Dayton test site. ................................................................... Figure C Drilled shaft lateral load test setup and instrumentation, Dayton, Ohio. ............................. Figure C Load deflection response at the top of each shaft. ............................................................. Figure C Lateral deflection versus depth profiles for drilled shaft #3. ................................................ Figure C Lateral deflection versus depth profiles for drilled shaft #4. ................................................ Figure C Compressive strain versus depth in drilled shaft #4. .......................................................... Figure C Tensile strain versus depth measured in drilled shaft #4. ................................................... Figure C P-y curves for drilled shaft #4 derived from load test. ......................................................... Figure C Load-deflection response for drilled shaft #4 using experimental p-y curves. ...................... Figure E Influence of embedment depth versus head deflection (Reese 1984). ............................... Figure E State DOTs referencing various design methodologies. .................................................... Figure E Number of DOTs referencing various head deflection (service. ......................................... 270

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