Soils and Geology Procedures for Foundation Design of Building and Other
Structures
Chapter 1: Introduction - ufc_3_220_03fa0012
Report of subsurface and design
Chapter 2: Identification and Classification of Soil and Rock
Table 2-1. A Simplified Classification of Natural Soil Deposits
Table 2-1. A Simplified Classification of Natural Soil Deposits-Cont.
Figure 2-1. Distribution of natural soil deposits In the United States.
Soil classification
Figure 2-2. Typicalgrain-size distribution curves
Table 2-3. Unified Soil Classification System
Figure 2-3. Weight-volume relationships
Table 2-4. Descriptive Soil Names Used in Local Areas (L)and Names Widely Used
Table 2-5. A Simplified Classification for Rocks
Table 2-6. Descriptive Criter for Rock
Table 2-6. Descriptive Criter for Rock -Cont. - ufc_3_220_03fa0025
Table 2-6. Descriptive Criter for Rock -Cont. - ufc_3_220_03fa0026
Table 2- 7. Engineering Classification of Intact Rock
Figure 2-4. Modified core recovery as in index of rock quality
Figure 2-5. Classification of shales
Chapter 3: Engineering Properties of Soil and Rock
Figure 3-1. Typical CE 55 compaction test data
Table 3-1. Typical Engineering Properties of Compacted Materials
Figure 3-3. Angle of friction versus dry density for coarse-grained soils
Consolidation
Figure 3-5. A summary of soil permeabilities and methods of determination
Figure 3-6. Examples of laboratory consolidation test data
Figure 3- 7. Analyses of consolidation test data
Compression index
Expansion and recompression
Table 3-2. Estimating Degree of Preconsolidation
Coefficient of consolidation
Figure 3-10. Approximate correlations for swelling index of silts and clays
Figure 3-11. Correlations between coefficient of consolidation and liquid limit
Swelling, shrinkage, and collapsibility
Shear strength of soils
Figure 3-14. Shear test apparatus and shearing resistance of soils.
Figure 3-15. Remoltded shear strength versus liquidity index relationships for different clays
Figure 3-16. Normalized variation of su/p0 ratio for overconsolidated clay
Effective strength parameters, cohesive soils
Figure 3-17. General relationship between sensitivity, liquidity index, and effective overburden pressure
Elastic properties (E, ). The elastic modulus
Figure 3-19. Relation between residual friction angle and plasticity index
Figure 3-20. Chart for estimating undrained modulus of clay
Figure 3-21. Coefficient of earthpressure at rest (K0) as a function of overconsolidated ratio and pasticity index
Table 3- 7. An Engineering Evaluation of Shales
Table 3-8. Physical Properties of Various Shales
Chapter 4: Field Explorations
Soil boring program
Table 4-2. Recommended Undisturbed Sample Diameters
Table 4-3. Recommended Minimum Quantity of Material for General Sample Laboratory Testing
Field measurements of relative density and Consistency
Boring logs
Figure 4-3. Correction factor for vane strength
Figure 4-4. Typical log of boring
Geophysical exploration
Figure 4-6. Determination of permeability from field pumping test on a fully penetrating well in an artesian aquifer
Table 4-4. Surface Geophysical Methods
Borehole surveying
Table 4-5. Borehole Surveying Devices
Table 4-5. Borehole Surveying Devices -Cont. - ufc_3_220_03fa0070
Table 4-5. Borehole Surveying Devices -Cont. - ufc_3_220_03fa0071
Chapter 5: Settlement Analyses
Table 5-1. Causes of Settlement
Table 5-2. Value of Angular Distortion (δ/ϑ) That Can Be Tolerated Without Cracking
Settlement of foundations on clay
Figure 5-1. Vertical stress beneath a uniformly loaded rectangular area
Figure 5-2. Vertical stress beneath a triangular distribution of load on a rectangular area
Figure 5-3. Influence value for vertical stress under a uniformly loaded circular area
Figure 5-4. Example of settlement analysis
Figure 5-5. Time factors for various boundary conditions
Settlement of cohesionless soils
Table 5-4. Methods of Eliminating, Reducing, or Coping With Settlements
Chapter 6:Bearing Capacity Analysis
Table 6-1. Estimates of Allowable Bearing Pressure
Figure 6-1. Ultimate hearing capacity of shallow foundations under vertical, eccentric loads.
Figure 6-2. Ultimate bearing capacity with groundwater effect
Tension forces
Figure 6-4. Example of bearing capaclty computation for inclined eccentric load on rectangular footing.
Figure 6-5. Ultimate bearing capacity of deep foundations
Figure 6-6. Bearing capacity factors for strip and circular footings on layered foundations in clay
Table 6-2. Allowable Bearing Pressure for Jointed Rock
Chapter 7: Dewatering and Groundwater Control
Chapter 8: Slope Stability Analysis
Slope stability charts
Detailed analyses of slope stability
Figure 8-1. Slope stability charts for φ = 0 soils
Figure 8-2. Reduction factors (q, w, w') for slope stability charts for φ =0 and φ >0 soils
Figure 8-3. Reduction factors (tension cracks, t) for slope stability charts for φ = 0 and φ > O soils
Figure 8-4. Example of use of charts forslopes in soils with uniform strength and φ = 0
Figure 8-5. Slope stabdilty charts for φ > 0 soils
Figure 8-6. Stability charts for infinite slopes
Figure 8- 7. Slope stability charts for φ = 0 and strength increasing with depth
Figure 8-8. Method of moments for φ = 0
Figure 8-9. Example problem for ordinary method of slices
Figure 8-10. Example of use of tabular form for computing weights of slices
Figure 8-11. Example of use of tabular form for calculating factor of safety by ordinary method of slices
Figure 8-12. Example of simplified wedge analysis
Table 8-1. Methods of Stabilizing Slopes and Landslides
Chapter 9: Selection of Foundation Type
Adverse subsurface conditions
Table 9-2. Checklist for Influence of Site Charateristics on Foundation Selection for Family Housing
Chapter 10. Spread Footings and Mat Foundations
Figure 10-1. Example of method for selecting allowable bearing pressure
Figure 10-2. Proportioning footings on cohesionless soils
Figure 10-3. Distribution of bearing pressures
Special requirements for mat foundations
Field plate load test procedure
Chapter 11: Deep Foundations Including Drilled Piers
Figure 11-1. Effect of pore pressure dissipation during excavation and settlement response
Figure 11-2. Excavation rebound versus excavation depth
Figure 11-3. Probable settlements adjacent to open cuts
Excavation protection
Table 11-1. Excavation Protection
Table 11-1. Excavation Protection -Cont. - ufc_3_220_03fa0124
Table 11-1. Excavation Protection -Cont. - ufc_3_220_03fa0125
Drilled piers
Table 11-2. Design Parameters for Drilled Piers in Clay
Estimating the load capacity of a drilled pier
Chapter 12: Pile Foundations
Chapter 13: Foundations on Expansive Soils
Chapter 14: Retaining Walls and Excavation Support Systems
Figure 14-1. Load diagrams for retaining walls
Figure 14-2. Active pressure of sand with planar boundaries
Figure 14-3. Passive pressure of sand with planar boundaries
Design procedures for retaining walls
Figure 14-5. Horizontal pressures on walls due to surcharge
Figure 14-6. Design loads for low retaining walls, straight slope backfill
Figure 14-7. Design loads for low retaining walls, broken slope backfill
Figure 14-8. Estimates of increased pressure induced by compaction
Figure 14-9. Design criteria for crib and bin walls
Strutted excavations
Table 14-1. Types of Walls
Table 14-1. Types of Walls -Cont.
Table 14-2. Factors Involved in Choice of a Support System for a Deep Excavation
Table 14-3. Design Considerations for Braced and Tieback Walls
Table 14-3. Design Considerations for Braced and Tieback Walls -Cont.
Stability of bottom of excavation
Figure 14-12. Stability of bottom of excavation in clay
Anchored walls
Figure 14-14. Methods of calculating anchor capacities in soil
Anchored walls -Cont.
Chapter 15: Foundations on Fill and Backfilling
Compaction requirements - ufc_3_220_03fa0153
Table 15-1. A summary of Density Methods for Building Foundatio
Table 15-2. Compaction Density as a Percent of CE 55 Labortory Test Densit
Settlements of hydraulic fills
Chapter 16. Stabilization of Subgraade Soils
Table 16-1. Stabilization of Soils for Foundations of Structure
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0159
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0160
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0161
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0162
Table 16-2. Applicability of Foundation Soil Improvement for Different Structures and Soil Types (for efficient use of Shallow Foundations)
Figure 16-1. Applicable grain-size ranges for different stabilization methods.
Figure 16-2. Range of particle-size distributions suitable for densification by vibrocompaction.
Vibrodisplacement compaction
Figure 16-3. Sand densification using vibratory rollers
Grouting and injection - ufc_3_220_03fa0168
Figure 16-5. Allowable bearing pressure on cohesionless soil layers stabilized by vibroflotation
Precompression
Figure 16-6. Soil particle sizes suitable for different grout types and several concentrations and viscosities shown
Reinforcement
Stabilization using fills - ufc_3_220_03fa0173
Chapter 17: Design Equipment Vibrations and Seismic Loadings
Figure 17-1. Response spectra for tibraton limits
Figure 17-3. Six modes of vibration for a foundation
Table 17-1. Mass ratio, Damping Ration, and Spring Constant for Rigid Circular Footing on the Semi-Infinite Elastic Body
Effects of shape of foundation
Figure 17-5. Examples of computations for vertical and rocking motions
Table 17-2. Values of kL/L for Elastic Layer (k from Table 17-1
Figure 17-6. Coupled rocking and sliding motion of foundation
Wave transmission, attenuation, isolation
Figure 17-7. Distribution of displacement waves from a circular footing on the elastic half-space.
Figure 17-8. Theoretical relation between shear velocity ratio Vp/Vs and Poisson's ratio
Figure 17-9. Idealized cyclic stress-strain loop for soil
Table 17-4. Values of Constant r Used with Equation (17-23) to Estimate Cyclic Shear Modulus at Low Strains
Settlement and liquefaction
Figure 17-10. Variation of shear modulus with cyclic strain amplitude; Gmax = G at Ε = 1 to 3 x 10-4 percent; scatter in data up to about 0.1 on vertical scale
Figure 17-11. Variation of viscous damping with cyclic strain amplitude, data scatter up to about 50 percent of average dumping values shown for any strain
Table 17-6. Criteria for Excluding Need for Detailed Liquefaction Analyses
Seismic effects on foundations
Chapter 18: Foundations in Areas in Areas of Significant Frost Penetration
Figure 18-1. Frost and permafrost in North America
Factors affecting design of foundations
Figure 18-3. Ground temperatures during freezing season In Fairbanks, Alaska
Site investigations - ufc_3_220_03fa0196
Foundation design - ufc_3_220_03fa0197
Figure 18-4. Design alternatives
Foundations in permafrost areas
Foundation insulation
Control of movement and distortion
Figure 18-5. Heave force tests, average tangential adfreeze bond stress versus time, and timber and steel pipe piles
Design criteria for various specific engineering features
Chapter 1: Introduction - ufc_3_220_03fa0012
Report of subsurface and design
Chapter 2: Identification and Classification of Soil and Rock
Table 2-1. A Simplified Classification of Natural Soil Deposits
Table 2-1. A Simplified Classification of Natural Soil Deposits-Cont.
Figure 2-1. Distribution of natural soil deposits In the United States.
Soil classification
Figure 2-2. Typicalgrain-size distribution curves
Table 2-3. Unified Soil Classification System
Figure 2-3. Weight-volume relationships
Table 2-4. Descriptive Soil Names Used in Local Areas (L)and Names Widely Used
Table 2-5. A Simplified Classification for Rocks
Table 2-6. Descriptive Criter for Rock
Table 2-6. Descriptive Criter for Rock -Cont. - ufc_3_220_03fa0025
Table 2-6. Descriptive Criter for Rock -Cont. - ufc_3_220_03fa0026
Table 2- 7. Engineering Classification of Intact Rock
Figure 2-4. Modified core recovery as in index of rock quality
Figure 2-5. Classification of shales
Chapter 3: Engineering Properties of Soil and Rock
Figure 3-1. Typical CE 55 compaction test data
Table 3-1. Typical Engineering Properties of Compacted Materials
Figure 3-3. Angle of friction versus dry density for coarse-grained soils
Consolidation
Figure 3-5. A summary of soil permeabilities and methods of determination
Figure 3-6. Examples of laboratory consolidation test data
Figure 3- 7. Analyses of consolidation test data
Compression index
Expansion and recompression
Table 3-2. Estimating Degree of Preconsolidation
Coefficient of consolidation
Figure 3-10. Approximate correlations for swelling index of silts and clays
Figure 3-11. Correlations between coefficient of consolidation and liquid limit
Swelling, shrinkage, and collapsibility
Shear strength of soils
Figure 3-14. Shear test apparatus and shearing resistance of soils.
Figure 3-15. Remoltded shear strength versus liquidity index relationships for different clays
Figure 3-16. Normalized variation of su/p0 ratio for overconsolidated clay
Effective strength parameters, cohesive soils
Figure 3-17. General relationship between sensitivity, liquidity index, and effective overburden pressure
Elastic properties (E, ). The elastic modulus
Figure 3-19. Relation between residual friction angle and plasticity index
Figure 3-20. Chart for estimating undrained modulus of clay
Figure 3-21. Coefficient of earthpressure at rest (K0) as a function of overconsolidated ratio and pasticity index
Table 3- 7. An Engineering Evaluation of Shales
Table 3-8. Physical Properties of Various Shales
Chapter 4: Field Explorations
Soil boring program
Table 4-2. Recommended Undisturbed Sample Diameters
Table 4-3. Recommended Minimum Quantity of Material for General Sample Laboratory Testing
Field measurements of relative density and Consistency
Boring logs
Figure 4-3. Correction factor for vane strength
Figure 4-4. Typical log of boring
Geophysical exploration
Figure 4-6. Determination of permeability from field pumping test on a fully penetrating well in an artesian aquifer
Table 4-4. Surface Geophysical Methods
Borehole surveying
Table 4-5. Borehole Surveying Devices
Table 4-5. Borehole Surveying Devices -Cont. - ufc_3_220_03fa0070
Table 4-5. Borehole Surveying Devices -Cont. - ufc_3_220_03fa0071
Chapter 5: Settlement Analyses
Table 5-1. Causes of Settlement
Table 5-2. Value of Angular Distortion (δ/ϑ) That Can Be Tolerated Without Cracking
Settlement of foundations on clay
Figure 5-1. Vertical stress beneath a uniformly loaded rectangular area
Figure 5-2. Vertical stress beneath a triangular distribution of load on a rectangular area
Figure 5-3. Influence value for vertical stress under a uniformly loaded circular area
Figure 5-4. Example of settlement analysis
Figure 5-5. Time factors for various boundary conditions
Settlement of cohesionless soils
Table 5-4. Methods of Eliminating, Reducing, or Coping With Settlements
Chapter 6:Bearing Capacity Analysis
Table 6-1. Estimates of Allowable Bearing Pressure
Figure 6-1. Ultimate hearing capacity of shallow foundations under vertical, eccentric loads.
Figure 6-2. Ultimate bearing capacity with groundwater effect
Tension forces
Figure 6-4. Example of bearing capaclty computation for inclined eccentric load on rectangular footing.
Figure 6-5. Ultimate bearing capacity of deep foundations
Figure 6-6. Bearing capacity factors for strip and circular footings on layered foundations in clay
Table 6-2. Allowable Bearing Pressure for Jointed Rock
Chapter 7: Dewatering and Groundwater Control
Chapter 8: Slope Stability Analysis
Slope stability charts
Detailed analyses of slope stability
Figure 8-1. Slope stability charts for φ = 0 soils
Figure 8-2. Reduction factors (q, w, w') for slope stability charts for φ =0 and φ >0 soils
Figure 8-3. Reduction factors (tension cracks, t) for slope stability charts for φ = 0 and φ > O soils
Figure 8-4. Example of use of charts forslopes in soils with uniform strength and φ = 0
Figure 8-5. Slope stabdilty charts for φ > 0 soils
Figure 8-6. Stability charts for infinite slopes
Figure 8- 7. Slope stability charts for φ = 0 and strength increasing with depth
Figure 8-8. Method of moments for φ = 0
Figure 8-9. Example problem for ordinary method of slices
Figure 8-10. Example of use of tabular form for computing weights of slices
Figure 8-11. Example of use of tabular form for calculating factor of safety by ordinary method of slices
Figure 8-12. Example of simplified wedge analysis
Table 8-1. Methods of Stabilizing Slopes and Landslides
Chapter 9: Selection of Foundation Type
Adverse subsurface conditions
Table 9-2. Checklist for Influence of Site Charateristics on Foundation Selection for Family Housing
Chapter 10. Spread Footings and Mat Foundations
Figure 10-1. Example of method for selecting allowable bearing pressure
Figure 10-2. Proportioning footings on cohesionless soils
Figure 10-3. Distribution of bearing pressures
Special requirements for mat foundations
Field plate load test procedure
Chapter 11: Deep Foundations Including Drilled Piers
Figure 11-1. Effect of pore pressure dissipation during excavation and settlement response
Figure 11-2. Excavation rebound versus excavation depth
Figure 11-3. Probable settlements adjacent to open cuts
Excavation protection
Table 11-1. Excavation Protection
Table 11-1. Excavation Protection -Cont. - ufc_3_220_03fa0124
Table 11-1. Excavation Protection -Cont. - ufc_3_220_03fa0125
Drilled piers
Table 11-2. Design Parameters for Drilled Piers in Clay
Estimating the load capacity of a drilled pier
Chapter 12: Pile Foundations
Chapter 13: Foundations on Expansive Soils
Chapter 14: Retaining Walls and Excavation Support Systems
Figure 14-1. Load diagrams for retaining walls
Figure 14-2. Active pressure of sand with planar boundaries
Figure 14-3. Passive pressure of sand with planar boundaries
Design procedures for retaining walls
Figure 14-5. Horizontal pressures on walls due to surcharge
Figure 14-6. Design loads for low retaining walls, straight slope backfill
Figure 14-7. Design loads for low retaining walls, broken slope backfill
Figure 14-8. Estimates of increased pressure induced by compaction
Figure 14-9. Design criteria for crib and bin walls
Strutted excavations
Table 14-1. Types of Walls
Table 14-1. Types of Walls -Cont.
Table 14-2. Factors Involved in Choice of a Support System for a Deep Excavation
Table 14-3. Design Considerations for Braced and Tieback Walls
Table 14-3. Design Considerations for Braced and Tieback Walls -Cont.
Stability of bottom of excavation
Figure 14-12. Stability of bottom of excavation in clay
Anchored walls
Figure 14-14. Methods of calculating anchor capacities in soil
Anchored walls -Cont.
Chapter 15: Foundations on Fill and Backfilling
Compaction requirements - ufc_3_220_03fa0153
Table 15-1. A summary of Density Methods for Building Foundatio
Table 15-2. Compaction Density as a Percent of CE 55 Labortory Test Densit
Settlements of hydraulic fills
Chapter 16. Stabilization of Subgraade Soils
Table 16-1. Stabilization of Soils for Foundations of Structure
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0159
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0160
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0161
Table 16-1. Stabilization of Soils for Foundations of Structures-Continued - ufc_3_220_03fa0162
Table 16-2. Applicability of Foundation Soil Improvement for Different Structures and Soil Types (for efficient use of Shallow Foundations)
Figure 16-1. Applicable grain-size ranges for different stabilization methods.
Figure 16-2. Range of particle-size distributions suitable for densification by vibrocompaction.
Vibrodisplacement compaction
Figure 16-3. Sand densification using vibratory rollers
Grouting and injection - ufc_3_220_03fa0168
Figure 16-5. Allowable bearing pressure on cohesionless soil layers stabilized by vibroflotation
Precompression
Figure 16-6. Soil particle sizes suitable for different grout types and several concentrations and viscosities shown
Reinforcement
Stabilization using fills - ufc_3_220_03fa0173
Chapter 17: Design Equipment Vibrations and Seismic Loadings
Figure 17-1. Response spectra for tibraton limits
Figure 17-3. Six modes of vibration for a foundation
Table 17-1. Mass ratio, Damping Ration, and Spring Constant for Rigid Circular Footing on the Semi-Infinite Elastic Body
Effects of shape of foundation
Figure 17-5. Examples of computations for vertical and rocking motions
Table 17-2. Values of kL/L for Elastic Layer (k from Table 17-1
Figure 17-6. Coupled rocking and sliding motion of foundation
Wave transmission, attenuation, isolation
Figure 17-7. Distribution of displacement waves from a circular footing on the elastic half-space.
Figure 17-8. Theoretical relation between shear velocity ratio Vp/Vs and Poisson's ratio
Figure 17-9. Idealized cyclic stress-strain loop for soil
Table 17-4. Values of Constant r Used with Equation (17-23) to Estimate Cyclic Shear Modulus at Low Strains
Settlement and liquefaction
Figure 17-10. Variation of shear modulus with cyclic strain amplitude; Gmax = G at Ε = 1 to 3 x 10-4 percent; scatter in data up to about 0.1 on vertical scale
Figure 17-11. Variation of viscous damping with cyclic strain amplitude, data scatter up to about 50 percent of average dumping values shown for any strain
Table 17-6. Criteria for Excluding Need for Detailed Liquefaction Analyses
Seismic effects on foundations
Chapter 18: Foundations in Areas in Areas of Significant Frost Penetration
Figure 18-1. Frost and permafrost in North America
Factors affecting design of foundations
Figure 18-3. Ground temperatures during freezing season In Fairbanks, Alaska
Site investigations - ufc_3_220_03fa0196
Foundation design - ufc_3_220_03fa0197
Figure 18-4. Design alternatives
Foundations in permafrost areas
Foundation insulation
Control of movement and distortion
Figure 18-5. Heave force tests, average tangential adfreeze bond stress versus time, and timber and steel pipe piles
Design criteria for various specific engineering features