Foundations For Structures: Artic and Subartic Construction - index
Chapter 1: Introduction - ufc_3_130_040010
Figure 1-1. Meteorological data and ground isotherms, Fort Yukon, Alaska99
Figure 1-2. Freeze or thaw penetration vs mean annual temperature
Figure 1-3. Typical temperature gradients under permafrost conditions, Kotzebue Air Force Station, Alaska
Figure 1-4. Typical temperature gradients in the ground
Wind and other factors
Table 1-1. Stages of Relative Human Comfort and the Environmental Effects of Atmospheric Cooling
Chapter 2: Basic Considerations Affective Foundation Design
Figure 2-1. Thermal conductivity vs density and porosity of typical materials
Seasonal frost heave and settlement
Figure 2-2. Ice wedges in polygonal ground area
Groundwater - ufc_3_130_040021
Figure 2-3. Moisture content changes caused by freezing40. Water available at base of specimen during test
Figure 2-5. Plan and elevation of surcharge field experiment, Fairbanks, Alaska28
Effect of surcharge
Figure 2-7. Heave vs frost penetration for various total stresses, surcharge field experiment
Figure 2-8. Comparison of laboratory and field measurements of effects of surcharge
Foundation materials
Figure 2-9b. Maximum Frost Heave Pressures
Figure 2-9c. Maximum Frost Heave Pressures. (Grain, Size Distribution, of Soils.)
Figure 2-10. Summary of maximum stress in compression vs temperature
Figure 2-11a. Summary of Soil Characteristics34 (Gradations)
Figure 2-11b. Summary of Soil Characteristics (Void Ratio vs Coefficient of Permeability)
Figure 2-11c. Summary of Soil Characteristics. (Soils Test Data)
Figure 2-12. Summary of maximum stress in tension vs temperature
Figure 2-13. Summary of maximum shear stress of frozen soil vs temperature
Figure 2-14. Effect of rate of stress application on failure strength
Figure 2-15. Plastic deformation of frozen soils under constant compressive stress
Figure 2-16. Compressive strength vs ice content, Manchester fine sand
Figure 2-17. Longitudinal and torsional wave velocity, dynamic moduli of elasticity and rigidity
Ice masses in clean
Figure 2-18. Typical record of ice in permafrost
Structural materials
Structural materials -Cont.
Table 2-2. Specific Gravity and Strength of Wood
Figure 2-19. Influence of moisture and temperature on strength of wood
Figure 2-20. Effect of temperature on strength of wood
Figure 2-21. Toughness shown in flexure test
Figure 2-22b. Effect of Temperature on Flexure Properties and of Temperature and Moisture Content on Modulus of Elasticity of Wood
Concrete and masonry
Figure 2-23b. Effect of Concrete Mix and Moisture Conditions on Strength of Concrete at Low Temperatures
Thermal insulating materials
Figure 2-24. Moisture absorption of insulation board by soaking in water
Figure 2-25b. Internal moisture distribution in insulation board under different test conditions
Figure 2-25c. Internal moisture distribution in insulation board under different test conditions
Figure 2-25d. Internal moisture distribution in insulation board under different test conditions
Table 2-3. Moisture Distribution in Cellular Glass after 20 Years Burial in the Annual Frost Zone, Fairbanks, Alaska"
Chapter 3: Site Investigations
Detailed direct site exploration
Figure 3-1. Required extent of explorations for large structure
Climatic data
Physiography and geology
Figure 3-2. Typical exploration log
Figure 3-3. Dry density and water content vs. depth for a soil exploration in permafrost
Figure 3-4. Thaw-consolidation test on undisturbed sample
Figure 3-5. Consolidation test results for undisturbed samples from two drill holes at same site
Figure 3-7. Estimated settlement vs. depth of thaw for different explorations at the same time
Thermal properties
Frost heave field observations
Figure 3-8. Pattern of cracks in taxiway pavement, Elmendorf AFB, Alaska
Figure 3-9. Soil profile, south wall of trench near south edge of taxiway, Elmendorf AFB, Alaska
Chapter 4: Foundation Design
Figure 4-2. Design alternatives
Figure 4-3. Thawing of permafrost under 3 story, reinforced concrete, 500-man barracks, Fairbanks
Selection of foundation type
Modification of foundation conditions prior to construction
Simplified example of selection of foundation type in an area of continuous permafrost
Simplified example of selection of foundation type in an area of continuous permafrost -Cont.
Table 4-1. n - Factors for Freeze and Thaw (Ratio of Surface Index to Air Index)
Figure 4-4a. Approximate depth of thaw or freeze vs air thawing or freezing index and n-factor for various homogeneous soils
Figure 4-4b. Approximate depth of thaw or freeze vs air thawing or freezing index and n-factor for various homogeneous soils
Design depth of thaw penetration
Figure 4-6a. Thaw vs time. Canadian locations (after Sebastyan188)
Estimation and control of thaw or freeze beneath structures on permafrost
Figure 4-7. Depth of thaw vs air thawing index for unpaved surfaces
Figure 4-8. Thaw depth as affected by runway construction on permafrost
Figure 4-9. Effect of heated structure size on depth and rate of thaw
Table 4-2. Thaw Penetration Beneath a Slab-on-Grade Building Constructed on Permafrost
Figure 4-10. Degradation of permfrost under five-story reinforced concrete structure, Fairbanks, Alaska. Foundation
Figure 4-11. Permafrost degradation under 16-feet-square heated test buildings without air space, beginning at end of construction
Figure 4-12a. Typical foundation thaw near Fairbanks, Alaska
Ventilated foundations
Figure 4-14. Foundation in permafrost area for men's barracks, Thule, Greenland
Figure 4-15. Post and pad type foundation for composite building, Fort Yukon, Alaska
Figure 4-16. Footing on permafrost foundation, Bethel, Alaska
Figure 4-17. Footings on permafrost
Figure 4-18. Typical ventilated foundation design for structure supported on piles
Figure 4-19. Woodpile foundation for small residences, Fairbanks, Alaska
Figure 4-20. Typical pile foundation for light utility building, Fairbanks, Alaska
Figure 4-21. Steel pile foundation for utility building showing sunshade, Bethel, Alaska
Figure 4-22. Foundation for men's club, Thule, Greenland
Figure 4-23. Two story steel frame building on footings and piers at Churchill, Manitoba, Canada
Figure 4-24. Utility and maintenance building, Fairbanks, Alaska (by CRREL)
Figure 4-25. Ducted foundation for garage, Fairbanks. Alaska
Figure 4-26. Pan duct foundation, Thule, Greenland
Figure 4-27a. Typical Pan Duct Foundation, Showing Section at Plenum chamber and at Interior Column for Warehouse
Figure 4-27b. Typical Pan Duct Foundation, Showing Section at Plenum Chamber and at Interior Column for Warehouse
Figure 4-28a. Foundation Details and Maximum Thaw Penetration for Selected Years, Hangar at Thule, Greenland (Deep air duct foundation details
Figure 4-28c. Foundation details and maximum thaw penetration for selected years, hangar at Thule, Greenland
Ventilated foundations -Cont. - ufc_3_130_040109
Ventilated foundations -Cont. - ufc_3_130_040110
Figure 4-29. Schematic of ducted foundation
Ventilated foundations -Cont. - ufc_3_130_040112
Figure 4-30. Properties of dry air at atmospheric pressure
Ventilated foundations -Cont. - ufc_3_130_040114
Foundation insulation
Insulation of ventilated and ducted Foundations
Figure 4-32. Flow net, concrete slab on grade, insulated
Figure 4-33. Flow net, extrapolated from field measurements, with 1-1/2-inches cellular glass insulation
Figure 4-34. Floor temperature 6 in. from wall vs daily average air temperature measured at Loring AFB
Figure 4-35. Comparison of predicted and measured floor temperatures for a concrete slab on gravel with vertical insulation
Figure 4-36a. Thermal resistance vs design winter temperature for various vertical lengths of insulation for kitchens and mess halls
Figure 4-36b. Thermal resistance vs design winter temperature for various vertical lengths of insulation for Kitchens and Mess Halls
Figure 4-36c. Thermal resistance vs design temperature for various vertical lengths of insulation for Kitchens and Mess Halls
Figure 4-37a. Thermal resistance vs design winter temperatures for two vertical lengths of insulation for barrack buildings
Figure 4-37a. Thermal resistance vs. design winter temperatures for two vertical lengths of insulation for barrack buildings
Table 4-3. Recommended Perimeter Insulation for Various Design Winter Temperatures
Granular mats
Protection against solar radiation thermal Effects
Control of movement and distortion from freeze and thaw
Figure 4-38a. Wood frame residence 32 x 32 feet on rigid concrete raft foundation, Fairbanks, Alaska
Figure 4-38c. Wood frame residence 32 x 32 feet on rigid concrete raft foundation, Fairbanks
Figure 4-39a. Wood frame residence 32 x 32 feel on wood pile foundation, Fairbanks
Figure 4-39b. Wood frame residence 32 x 32 feet on woodpile foundation, Fairbanks, Alaska
Figure 4-40b. Wood frame garage 32x 32 feet on rigid concrete raft foundation Fairbanks, Alaska
Figure 4-40c. Wood frame garage, 32x 32 feet on rigid concrete raft foundation, Fairbanks, Alaska
Control of settlements which may result from thaw
Figure 4-43. Average heave vs. time. Floors of unheated wing hangars, Loring AFB, Limestone, Maine
Control of frost heave and frost thrust
Figure 4-44. Test observations, 1962-63, 8-inch steel pipe pile, placed with silt-water slurry in dry-augered hole
Figure 4-45. Test observations, 1962-63, creosoted timber pile, average diameter
Control of frost heave and frost thrust -Cont.
Allowable design stresses on basis of ultimate strength
Figure 4-47. Frozen soil creep tests, unconfined compression, Manchester fine sand
Figure 4-49. Unconfined compression creep curves for frozen Ottawa sand at 29F
Figure 4-50. Ultimate strength vs. time to failure for Ottawa sand (20-30 mesh) at various temperatures
Figure 4-51. Mohr's envelopes for frozen sand (Ottawa sand, 20 - 30 mesh)
Allowable design stresses on basis of ultimate strength -Cont.
Figure 4-52. Stress and time to failure in creep
Table 4-4. Allowable Design Cohesive Stress for Saturated Frozen Soil in T/ft2 on Basis of Ultimate Strength
Figure 4-53. Mohr envelopes for frozen soils under moderately rapid loading, from tension and unconfined compression Tests
Estimation of creep deformation
Table 4-5. Constants for Equation 4
Dynamic loading
Figure 4-55. Frozen soil creep tests on Manchester fine sand, unconfined compression
Determination of response characteristics of foundation materials
Low stress, vibratory loads
Table 4-6. P-wave Velocities in Permafrost (after Barnes"' with some Additions)
Figure 4-56. Complex dynamic Young's modulus vs. volume ice/volume soil ratio for frozen saturated, non-plastic soils
Figure 4-57. Complex dynamic shear modulus vs. ice saturation
Figure 4-58. Complex dynamic Young's modulus vs. ice saturation
Figure 4-60. Complex dynamic shear modulus vs. frequency at constant dynamic stress
Design of footings, rafts and piers
Figure 4-61a. Bearing capacity formulas. (Ultimate bearing capacity of shallow foundations under vertical centric loads)
Figure 4-61b. Bearing capacity formulas
Illustrative examples for the design of footings in permafrost
Figure 4-62. Boring log and soils condition (by CRREL)
Figure 4-63. Case of isolated square footing (by CRREL)
Illustrative examples for the design of footings in permafrost -Cont. - ufc_3_130_040168
Figure 4-64. Vertical stress at centerline (by CRREL)
Illustrative examples for the design of footings in permafrost -Cont. - ufc_3_130_040170
Table 4-7. Computation of Temperature Below Top of Permafrost
Figure 4-65. Temperature distribution for permafrost below footing
Creep settlement computation
Figure 4-66. Conditions for creep analysis
Table 4-8. Settlement Computations
Figure 4-67. Unconfined compression creep test
Figure 4-68. Conditions for bearing capacity analysis of square raft (by CRREL)
Table 4-9. Stress Distribution Beneath the Uniformly Loaded Area
Figure 4-69. Frozen soil column - diagrams of temperature and stress distribution
Table 4-10. Settlement Computations (by CRREL)
Concrete piles
Pile emplacement methods
Installation in bored holes
Installation by steam or water thawing
Figure 4-70. Latent heat of slurry backfill
Natural freezeback
Figure 4-71. General solution of slurry freezeback rate
Artificial freezeback
Figure 4-73. Natural freezeback of piles in permafrost during winter and summer
Figure 4-74. Compressor for artificial freezeback of piles
Figure 4-75. Refrigeration coils on timber piles for artificial freezeback
Period of installation
Figure 4-76. Influence of slurry on temperature of permafrost between piles
Heat transfer by thermal piles
Heat transfer by thermal piles -Cont.
Single-phase piles
Single-phase piles -Cont.
Figure 4-77. Stresses acting on piling for typical permafrost condition
Friction piles
Figure 4-79. Load, strain and stress distribution for pile in permafrost with zero load at tip
Friction piles -Cont. - ufc_3_130_040201
Figure 4-80. Load test of steel pipe pile
Figure 4-81. Load distribution along pile during test, strain-gage instrumented pile
Figure 4-82. Tangential adfreeze bond strengths vs. temperature for silt-water slurried
Friction piles -Cont. - ufc_3_130_040205
Figure 4-83b. Example of computation of sustainable load capacity of pile in permafrost
Figure 4-83c. Example of computation of sustainable load capacity of pile in permafrost
Figure 4-83d. Example of computation of sustainable load capacity of pile in permafrost
Figure 4-83d. Example of computation of sustainable load capacity of pile in permafrost -Cont.
Load testing of piles in permafrost
Figure 4-84. Load-settlement test. 1O-kip increments
Figure 4-85. Effect of rate of loading and temperature on adfreeze strength of steel pipe piles
Figure 4-86. Load settlement test. single increment
Walls and retaining structures
Figure 4-87. Walls and abutments
Figure 4-88. Thickness of non-frost-susceptible backfill behind concrete walls
Tower foundations
Figure 4-89. Granular pad tower foundation
Figure 4-90. Foundation designs employing minimum or no NFS granular borrowed material (both are frost-susceptible foundation)
Figure 4-91. Effects of granular mats on frost penetration and heave
Tower foundations -Cont.
Bridge foundations
Figure 4-92a. Geologic sections at two Alaska railroad bridges in Goldstream Valley near Fairbanks, Alaska
Figure 4-92b. Geological sections at two Alaska railroad bridges in Goldstream Valley near Fairbanks, Alaska
Culverts
Anchorages
Figure 4-94. Failure planes for batter and vertical anchor installation
Foundations for non-heated facilities
Exterior footings and piles
Connection of utilities to buildings
Figure 4-96. Exterior apron design
Figure 4-97b. Utility connections to buildings. (Lateral utility connections.)
Drainage around structures
Stability of slopes during thaw
Figure 4-98. Slopes in frost and permafrost areas
Sloughing and thaw settlement in areas of permafrost
Figure 4-99. Ice exposed in vertical cut for Trans-Alaska Pipeline Access Road between Livengood
Figure 4-100. Slope resulting from melting of ice in vertical cut face during one summer, Trans-Alaska Pipeline Access Road between Livengood and the Yukon River
Chapter 5: Survey Datum Points
Figure 5-1. Recommended permanent benchmark
Temporary datum points
Chapter 6: Construction Considerations
Excavation
Embankment and backfill
Placing concrete under freezing air or ground temperature
Air entraining agents
High early strength cement
Mixing, transporting and placing
Protection after the curing period
Table 6-2. Insulation Requirements for Concrete Walls and for Concrete Slabs and Canal Linings Placed on the Ground
Table 6-2. Insulation Requirements for Concrete Walls and for Concrete Slabs and Canal Linings Placed on the Ground -Cont.
Protection against the environment
Foundation protection
Chapter 7: Monitoring Performance
Thermocouples
Soil electrical resistance
Monitoring groundwater
Figure 7-1b. Permafrost and frost probing techniques. (Probing through frozen ground.)
Figure 7-2. Electrical resistance gage for determination of frost penetration (by CRREL)
Appendix A: References - ufc_3_130_040260
Appendix A: References -Cont. - ufc_3_130_040261
Appendix A: References -Cont.
Appendix A: References -Cont. - ufc_3_130_040263
Appendix A: References -Cont. - ufc_3_130_040264
Appendix A: References -Cont. - ufc_3_130_040265
Appendix A: References -Cont. - ufc_3_130_040266
Appendix A: References -Cont. - ufc_3_130_040267
Appendix B: Bibliography - ufc_3_130_040268
Appendix B: Bibliography -Cont.
Chapter 1: Introduction - ufc_3_130_040010
Figure 1-1. Meteorological data and ground isotherms, Fort Yukon, Alaska99
Figure 1-2. Freeze or thaw penetration vs mean annual temperature
Figure 1-3. Typical temperature gradients under permafrost conditions, Kotzebue Air Force Station, Alaska
Figure 1-4. Typical temperature gradients in the ground
Wind and other factors
Table 1-1. Stages of Relative Human Comfort and the Environmental Effects of Atmospheric Cooling
Chapter 2: Basic Considerations Affective Foundation Design
Figure 2-1. Thermal conductivity vs density and porosity of typical materials
Seasonal frost heave and settlement
Figure 2-2. Ice wedges in polygonal ground area
Groundwater - ufc_3_130_040021
Figure 2-3. Moisture content changes caused by freezing40. Water available at base of specimen during test
Figure 2-5. Plan and elevation of surcharge field experiment, Fairbanks, Alaska28
Effect of surcharge
Figure 2-7. Heave vs frost penetration for various total stresses, surcharge field experiment
Figure 2-8. Comparison of laboratory and field measurements of effects of surcharge
Foundation materials
Figure 2-9b. Maximum Frost Heave Pressures
Figure 2-9c. Maximum Frost Heave Pressures. (Grain, Size Distribution, of Soils.)
Figure 2-10. Summary of maximum stress in compression vs temperature
Figure 2-11a. Summary of Soil Characteristics34 (Gradations)
Figure 2-11b. Summary of Soil Characteristics (Void Ratio vs Coefficient of Permeability)
Figure 2-11c. Summary of Soil Characteristics. (Soils Test Data)
Figure 2-12. Summary of maximum stress in tension vs temperature
Figure 2-13. Summary of maximum shear stress of frozen soil vs temperature
Figure 2-14. Effect of rate of stress application on failure strength
Figure 2-15. Plastic deformation of frozen soils under constant compressive stress
Figure 2-16. Compressive strength vs ice content, Manchester fine sand
Figure 2-17. Longitudinal and torsional wave velocity, dynamic moduli of elasticity and rigidity
Ice masses in clean
Figure 2-18. Typical record of ice in permafrost
Structural materials
Structural materials -Cont.
Table 2-2. Specific Gravity and Strength of Wood
Figure 2-19. Influence of moisture and temperature on strength of wood
Figure 2-20. Effect of temperature on strength of wood
Figure 2-21. Toughness shown in flexure test
Figure 2-22b. Effect of Temperature on Flexure Properties and of Temperature and Moisture Content on Modulus of Elasticity of Wood
Concrete and masonry
Figure 2-23b. Effect of Concrete Mix and Moisture Conditions on Strength of Concrete at Low Temperatures
Thermal insulating materials
Figure 2-24. Moisture absorption of insulation board by soaking in water
Figure 2-25b. Internal moisture distribution in insulation board under different test conditions
Figure 2-25c. Internal moisture distribution in insulation board under different test conditions
Figure 2-25d. Internal moisture distribution in insulation board under different test conditions
Table 2-3. Moisture Distribution in Cellular Glass after 20 Years Burial in the Annual Frost Zone, Fairbanks, Alaska"
Chapter 3: Site Investigations
Detailed direct site exploration
Figure 3-1. Required extent of explorations for large structure
Climatic data
Physiography and geology
Figure 3-2. Typical exploration log
Figure 3-3. Dry density and water content vs. depth for a soil exploration in permafrost
Figure 3-4. Thaw-consolidation test on undisturbed sample
Figure 3-5. Consolidation test results for undisturbed samples from two drill holes at same site
Figure 3-7. Estimated settlement vs. depth of thaw for different explorations at the same time
Thermal properties
Frost heave field observations
Figure 3-8. Pattern of cracks in taxiway pavement, Elmendorf AFB, Alaska
Figure 3-9. Soil profile, south wall of trench near south edge of taxiway, Elmendorf AFB, Alaska
Chapter 4: Foundation Design
Figure 4-2. Design alternatives
Figure 4-3. Thawing of permafrost under 3 story, reinforced concrete, 500-man barracks, Fairbanks
Selection of foundation type
Modification of foundation conditions prior to construction
Simplified example of selection of foundation type in an area of continuous permafrost
Simplified example of selection of foundation type in an area of continuous permafrost -Cont.
Table 4-1. n - Factors for Freeze and Thaw (Ratio of Surface Index to Air Index)
Figure 4-4a. Approximate depth of thaw or freeze vs air thawing or freezing index and n-factor for various homogeneous soils
Figure 4-4b. Approximate depth of thaw or freeze vs air thawing or freezing index and n-factor for various homogeneous soils
Design depth of thaw penetration
Figure 4-6a. Thaw vs time. Canadian locations (after Sebastyan188)
Estimation and control of thaw or freeze beneath structures on permafrost
Figure 4-7. Depth of thaw vs air thawing index for unpaved surfaces
Figure 4-8. Thaw depth as affected by runway construction on permafrost
Figure 4-9. Effect of heated structure size on depth and rate of thaw
Table 4-2. Thaw Penetration Beneath a Slab-on-Grade Building Constructed on Permafrost
Figure 4-10. Degradation of permfrost under five-story reinforced concrete structure, Fairbanks, Alaska. Foundation
Figure 4-11. Permafrost degradation under 16-feet-square heated test buildings without air space, beginning at end of construction
Figure 4-12a. Typical foundation thaw near Fairbanks, Alaska
Ventilated foundations
Figure 4-14. Foundation in permafrost area for men's barracks, Thule, Greenland
Figure 4-15. Post and pad type foundation for composite building, Fort Yukon, Alaska
Figure 4-16. Footing on permafrost foundation, Bethel, Alaska
Figure 4-17. Footings on permafrost
Figure 4-18. Typical ventilated foundation design for structure supported on piles
Figure 4-19. Woodpile foundation for small residences, Fairbanks, Alaska
Figure 4-20. Typical pile foundation for light utility building, Fairbanks, Alaska
Figure 4-21. Steel pile foundation for utility building showing sunshade, Bethel, Alaska
Figure 4-22. Foundation for men's club, Thule, Greenland
Figure 4-23. Two story steel frame building on footings and piers at Churchill, Manitoba, Canada
Figure 4-24. Utility and maintenance building, Fairbanks, Alaska (by CRREL)
Figure 4-25. Ducted foundation for garage, Fairbanks. Alaska
Figure 4-26. Pan duct foundation, Thule, Greenland
Figure 4-27a. Typical Pan Duct Foundation, Showing Section at Plenum chamber and at Interior Column for Warehouse
Figure 4-27b. Typical Pan Duct Foundation, Showing Section at Plenum Chamber and at Interior Column for Warehouse
Figure 4-28a. Foundation Details and Maximum Thaw Penetration for Selected Years, Hangar at Thule, Greenland (Deep air duct foundation details
Figure 4-28c. Foundation details and maximum thaw penetration for selected years, hangar at Thule, Greenland
Ventilated foundations -Cont. - ufc_3_130_040109
Ventilated foundations -Cont. - ufc_3_130_040110
Figure 4-29. Schematic of ducted foundation
Ventilated foundations -Cont. - ufc_3_130_040112
Figure 4-30. Properties of dry air at atmospheric pressure
Ventilated foundations -Cont. - ufc_3_130_040114
Foundation insulation
Insulation of ventilated and ducted Foundations
Figure 4-32. Flow net, concrete slab on grade, insulated
Figure 4-33. Flow net, extrapolated from field measurements, with 1-1/2-inches cellular glass insulation
Figure 4-34. Floor temperature 6 in. from wall vs daily average air temperature measured at Loring AFB
Figure 4-35. Comparison of predicted and measured floor temperatures for a concrete slab on gravel with vertical insulation
Figure 4-36a. Thermal resistance vs design winter temperature for various vertical lengths of insulation for kitchens and mess halls
Figure 4-36b. Thermal resistance vs design winter temperature for various vertical lengths of insulation for Kitchens and Mess Halls
Figure 4-36c. Thermal resistance vs design temperature for various vertical lengths of insulation for Kitchens and Mess Halls
Figure 4-37a. Thermal resistance vs design winter temperatures for two vertical lengths of insulation for barrack buildings
Figure 4-37a. Thermal resistance vs. design winter temperatures for two vertical lengths of insulation for barrack buildings
Table 4-3. Recommended Perimeter Insulation for Various Design Winter Temperatures
Granular mats
Protection against solar radiation thermal Effects
Control of movement and distortion from freeze and thaw
Figure 4-38a. Wood frame residence 32 x 32 feet on rigid concrete raft foundation, Fairbanks, Alaska
Figure 4-38c. Wood frame residence 32 x 32 feet on rigid concrete raft foundation, Fairbanks
Figure 4-39a. Wood frame residence 32 x 32 feel on wood pile foundation, Fairbanks
Figure 4-39b. Wood frame residence 32 x 32 feet on woodpile foundation, Fairbanks, Alaska
Figure 4-40b. Wood frame garage 32x 32 feet on rigid concrete raft foundation Fairbanks, Alaska
Figure 4-40c. Wood frame garage, 32x 32 feet on rigid concrete raft foundation, Fairbanks, Alaska
Control of settlements which may result from thaw
Figure 4-43. Average heave vs. time. Floors of unheated wing hangars, Loring AFB, Limestone, Maine
Control of frost heave and frost thrust
Figure 4-44. Test observations, 1962-63, 8-inch steel pipe pile, placed with silt-water slurry in dry-augered hole
Figure 4-45. Test observations, 1962-63, creosoted timber pile, average diameter
Control of frost heave and frost thrust -Cont.
Allowable design stresses on basis of ultimate strength
Figure 4-47. Frozen soil creep tests, unconfined compression, Manchester fine sand
Figure 4-49. Unconfined compression creep curves for frozen Ottawa sand at 29F
Figure 4-50. Ultimate strength vs. time to failure for Ottawa sand (20-30 mesh) at various temperatures
Figure 4-51. Mohr's envelopes for frozen sand (Ottawa sand, 20 - 30 mesh)
Allowable design stresses on basis of ultimate strength -Cont.
Figure 4-52. Stress and time to failure in creep
Table 4-4. Allowable Design Cohesive Stress for Saturated Frozen Soil in T/ft2 on Basis of Ultimate Strength
Figure 4-53. Mohr envelopes for frozen soils under moderately rapid loading, from tension and unconfined compression Tests
Estimation of creep deformation
Table 4-5. Constants for Equation 4
Dynamic loading
Figure 4-55. Frozen soil creep tests on Manchester fine sand, unconfined compression
Determination of response characteristics of foundation materials
Low stress, vibratory loads
Table 4-6. P-wave Velocities in Permafrost (after Barnes"' with some Additions)
Figure 4-56. Complex dynamic Young's modulus vs. volume ice/volume soil ratio for frozen saturated, non-plastic soils
Figure 4-57. Complex dynamic shear modulus vs. ice saturation
Figure 4-58. Complex dynamic Young's modulus vs. ice saturation
Figure 4-60. Complex dynamic shear modulus vs. frequency at constant dynamic stress
Design of footings, rafts and piers
Figure 4-61a. Bearing capacity formulas. (Ultimate bearing capacity of shallow foundations under vertical centric loads)
Figure 4-61b. Bearing capacity formulas
Illustrative examples for the design of footings in permafrost
Figure 4-62. Boring log and soils condition (by CRREL)
Figure 4-63. Case of isolated square footing (by CRREL)
Illustrative examples for the design of footings in permafrost -Cont. - ufc_3_130_040168
Figure 4-64. Vertical stress at centerline (by CRREL)
Illustrative examples for the design of footings in permafrost -Cont. - ufc_3_130_040170
Table 4-7. Computation of Temperature Below Top of Permafrost
Figure 4-65. Temperature distribution for permafrost below footing
Creep settlement computation
Figure 4-66. Conditions for creep analysis
Table 4-8. Settlement Computations
Figure 4-67. Unconfined compression creep test
Figure 4-68. Conditions for bearing capacity analysis of square raft (by CRREL)
Table 4-9. Stress Distribution Beneath the Uniformly Loaded Area
Figure 4-69. Frozen soil column - diagrams of temperature and stress distribution
Table 4-10. Settlement Computations (by CRREL)
Concrete piles
Pile emplacement methods
Installation in bored holes
Installation by steam or water thawing
Figure 4-70. Latent heat of slurry backfill
Natural freezeback
Figure 4-71. General solution of slurry freezeback rate
Artificial freezeback
Figure 4-73. Natural freezeback of piles in permafrost during winter and summer
Figure 4-74. Compressor for artificial freezeback of piles
Figure 4-75. Refrigeration coils on timber piles for artificial freezeback
Period of installation
Figure 4-76. Influence of slurry on temperature of permafrost between piles
Heat transfer by thermal piles
Heat transfer by thermal piles -Cont.
Single-phase piles
Single-phase piles -Cont.
Figure 4-77. Stresses acting on piling for typical permafrost condition
Friction piles
Figure 4-79. Load, strain and stress distribution for pile in permafrost with zero load at tip
Friction piles -Cont. - ufc_3_130_040201
Figure 4-80. Load test of steel pipe pile
Figure 4-81. Load distribution along pile during test, strain-gage instrumented pile
Figure 4-82. Tangential adfreeze bond strengths vs. temperature for silt-water slurried
Friction piles -Cont. - ufc_3_130_040205
Figure 4-83b. Example of computation of sustainable load capacity of pile in permafrost
Figure 4-83c. Example of computation of sustainable load capacity of pile in permafrost
Figure 4-83d. Example of computation of sustainable load capacity of pile in permafrost
Figure 4-83d. Example of computation of sustainable load capacity of pile in permafrost -Cont.
Load testing of piles in permafrost
Figure 4-84. Load-settlement test. 1O-kip increments
Figure 4-85. Effect of rate of loading and temperature on adfreeze strength of steel pipe piles
Figure 4-86. Load settlement test. single increment
Walls and retaining structures
Figure 4-87. Walls and abutments
Figure 4-88. Thickness of non-frost-susceptible backfill behind concrete walls
Tower foundations
Figure 4-89. Granular pad tower foundation
Figure 4-90. Foundation designs employing minimum or no NFS granular borrowed material (both are frost-susceptible foundation)
Figure 4-91. Effects of granular mats on frost penetration and heave
Tower foundations -Cont.
Bridge foundations
Figure 4-92a. Geologic sections at two Alaska railroad bridges in Goldstream Valley near Fairbanks, Alaska
Figure 4-92b. Geological sections at two Alaska railroad bridges in Goldstream Valley near Fairbanks, Alaska
Culverts
Anchorages
Figure 4-94. Failure planes for batter and vertical anchor installation
Foundations for non-heated facilities
Exterior footings and piles
Connection of utilities to buildings
Figure 4-96. Exterior apron design
Figure 4-97b. Utility connections to buildings. (Lateral utility connections.)
Drainage around structures
Stability of slopes during thaw
Figure 4-98. Slopes in frost and permafrost areas
Sloughing and thaw settlement in areas of permafrost
Figure 4-99. Ice exposed in vertical cut for Trans-Alaska Pipeline Access Road between Livengood
Figure 4-100. Slope resulting from melting of ice in vertical cut face during one summer, Trans-Alaska Pipeline Access Road between Livengood and the Yukon River
Chapter 5: Survey Datum Points
Figure 5-1. Recommended permanent benchmark
Temporary datum points
Chapter 6: Construction Considerations
Excavation
Embankment and backfill
Placing concrete under freezing air or ground temperature
Air entraining agents
High early strength cement
Mixing, transporting and placing
Protection after the curing period
Table 6-2. Insulation Requirements for Concrete Walls and for Concrete Slabs and Canal Linings Placed on the Ground
Table 6-2. Insulation Requirements for Concrete Walls and for Concrete Slabs and Canal Linings Placed on the Ground -Cont.
Protection against the environment
Foundation protection
Chapter 7: Monitoring Performance
Thermocouples
Soil electrical resistance
Monitoring groundwater
Figure 7-1b. Permafrost and frost probing techniques. (Probing through frozen ground.)
Figure 7-2. Electrical resistance gage for determination of frost penetration (by CRREL)
Appendix A: References - ufc_3_130_040260
Appendix A: References -Cont. - ufc_3_130_040261
Appendix A: References -Cont.
Appendix A: References -Cont. - ufc_3_130_040263
Appendix A: References -Cont. - ufc_3_130_040264
Appendix A: References -Cont. - ufc_3_130_040265
Appendix A: References -Cont. - ufc_3_130_040266
Appendix A: References -Cont. - ufc_3_130_040267
Appendix B: Bibliography - ufc_3_130_040268
Appendix B: Bibliography -Cont.
