Ch. 6 - Effects of Water in Soil and Rock Page 1. Learning Objectives. Friday, January 04, 2013
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1 Ch. 6 - Effects of Water in Soil and Rock Page 1 Learning Objectives Friday, January 04, :43 AM Steven F. Bartlett, 2013
2 Ch. 6 - Hydrostatic Water in Soil and Rock Page 1 Shrinkage and Swell - Engineering Significance Shrinkage - Decrease in volume or void ratio soil related to decrease in moisture content of the soil. Swell - Increase in volume or void ratio of soil related to moisture absorption of the soil. Most soils that are susceptible to shrinkage are also susceptible to swell Damages 1) Pavements, 2) Light-weight structures and foundations, 3) other infrastructure (tanks, sidewalks, parking garage, concrete slabs, pools, etc. Pasted from < s.htm> Expansive Soil - Arkansas - Note large, desiccation cracks. Estimated damage from shrinkage and swelling of soils is $10 to $15 B annually. Damaged brick house caused by differential movement caused by expansive soil beneath foundation. Characteristics of Expansive Soils Fine- grained High plasticity (usually smectite clays) Have large shrinkage cracks Result from weathering of volcanic ash in Western U.S.
3 Ch. 6 - Hydrostatic Water in Soil and Rock Page 2 Shrinkage and Swell (cont.) Shrinkage Shrinkage cracks occurs when capillary pressure (tension) exceeds the tensile strength of the soil Causes zones of weakness in the soil near the ground surface that affect: Performance of roadways and pavements Stability of clay slopes Bearing capacity of foundations Permeability of barriers such as clay liners and covers Causes of shrinkage Evaporation Lowering of groundwater table Desiccation of the soil by root action from vegetation Swell Swelling soils are commonly called expansive soils Swelling is generally confined to upper part of the soil profile Swelling pressure can be as high as 1000 kpa (10 tsf), but is more commonly in the range of 100 to 200 kpa (1 to 2 tsf) This is still enough uplift pressure to lift light-weight buildings, which have an average dead load of 10 kpa (100 psf) per story.
4 Ch. 6 - Hydrostatic Water in Soil and Rock Page 3 Swelling Pressure Swelling pressure can be measured in a consolidometer in a swell test.
5 Ch. 6 - Hydrostatic Water in Soil and Rock Page 4 Swell Test Swelling Test This involves a simplified oedometer test in which the sample (of measured mass) is installed in a rigid ring, (of measured volume; usually around 20 mm high and mm in diameter) and placed between porous stones in a consolidation apparatus. A gage to monitor the sample height is then zeroed under a nominal seating pressure of 5 kpa. A load of 25 kpa or the estimated in situ overburden pressure (whichever is greater) is then applied for 30 min to record any initial settlement or seating adjustment. This displacement is used to correct the initial sample height for determination of swelling strain. After re-zeroing the displacement gage, the sample is inundated with distilled water and allowed to swell until the swelling increment, in a period of not less than 3 h duration, is not more than 5 % of the total recorded swell. The initial water content is determined from the sample trimmings, and the final water content is measured from the extracted sample at the end of the test. In the sample preparation process, particular care is taken to ensure that the sample neatly fills the sample ring, as voids and recompacted or remolded portions will accommodate internal adjustments in the volume of the sample and hence, affect the realized vertical swell.
6 Ch. 6 - Hydrostatic Water in Soil and Rock Page 5 Expansive Soils Map - U.S.
7 Ch. 6 - Hydrostatic Water in Soil and Rock Page 6 Expansive Soils Map - S. Utah
8 Ch. 6 - Hydrostatic Water in Soil and Rock Page 7 Expansive Soils Map - S. Utah (cont.)
9 Ch. 6 - Hydrostatic Water in Soil and Rock Page 8 Expansive Soils - Remediation Alternatives Avoid placing engineered structures (buildings, roadways) on soils (not always practicable) Excavation and replacement (if problem soil is shallow and easily removed) Structural Deeper foundations that extend below the problem soil (e.g. piles and drilled piers, etc. such as used for Pierre Shale in Colorado in Denver area.) Soil Treatment Moisture control (using horizontal and vertical barriers) Pre-wetting Chemical Stabilization Lime (CaO) stabilization Cement Stabilization Note that sulfates in soil can prevent effectiveness of chemical stabilization.
10 Ch. 6 - Hydrostatic Water in Soil and Rock Page 9 Geological Origins of Expansive Soils - Utah Weathering of Volcanic Ash to Smectite (Bentonite) Clay Example - Weathering of Petrified Forest Member of the Chinle Formation to "Blue Clay" in Southern Utah. Note that other geologic units with ash deposits have similar problem soils such as the Green River Formation and the Mancos Shale, both are located in eastern Utah.
11 Ch. 6 - Hydrostatic Water in Soil and Rock Page 10 Collapsible Soils Loose dry soil structure before wetting Collapsed soil structure after wetting Cracking to house from collapsible soil Pasted from m> Examples of collapsible soils include loess (windblown silts and sands, Sec ), weakly cemented sands and silts, and certain residual soils. Other collapsible soils are found in alluvial flood plains and fans as the remains of mudflows and slope wash and colluvial slopes. Many but not all collapsible soil deposits are associated with arid or semi-arid regions (such as the southwest (United States and California). Some dredged materials are collapsible, as are those deposited under water, in which the sediment forms at very slow rates of deposition (Rogers. 1994). As a consequence of their deposition, these deposits have unusually high void ratios and low densities. All soil deposits with collapse potential have one thing in common. They possess a loose, open, honeycomb structure [Fig. 4.29(c)I in which the larger bulky grains are held together by capillary films. montmorillonite or other clay minerals. or soluble salts such as halite, gypsum. or carbonates.
12 Ch. 6 - Hydrostatic Water in Soil and Rock Page 11 Collapsible Soils Map - U.S.
13 Ch. 6 - Hydrostatic Water in Soil and Rock Page 12 Quaternary Geology of Utah Geologic Map of Utah Screen clipping taken: 2/17/2012, 5:15 AM Not all states have Quaternary maps: states where deposits are mostly residual or alluvial do not. Gray represents loess; purple, dune sands; yellow, alluvial deposits; green, glacial deposits; pink, volcanic rocks; blue, lacustrine deposits; dark blue, playa deposits. Deposits over 30 meters thick are shown in darker tone. Pasted from <
14 Ch. 6 - Hydrostatic Water in Soil and Rock Page 13 Loess Deposits Loess is an aeolian sediment formed by the accumulation of wind-blown silt, typically in the micrometre size range, twenty percent or less clay and the balance equal parts sand and silt [1] that are loosely cemented by calcium carbonate. It is usually homogeneous and highly porous and is traversed by vertical capillaries that permit the sediment to fracture and form vertical bluffs. The word loess, with connotations of origin by wind-deposited accumulation, is of German origin and means loose. It was first applied to Rhine River valley loess about Pasted from < Pasted from <
15 Ch. 6 - Hydrostatic Water in Soil and Rock Page 14 Alluvial Fan An alluvial fan is a fan-shaped deposit formed where a fast flowing stream flattens, slows, and spreads typically at the exit of a canyon onto a flatter plain. A convergence of neighboring alluvial fans into a single apron of deposits against a slope is called a bajada, or compound alluvial fan. [1] Pasted from < Pasted from <
16 Ch. 6 - Hydrostatic Water in Soil and Rock Page 15 Collapsible Soils Map - S. Utah
17 Ch. 6 - Hydrostatic Water in Soil and Rock Page 16 Collapsible Soils Map - S. Utah (cont)
18 Ch. 6 - Hydrostatic Water in Soil and Rock Page 17 Collapse and Liquid Limit
19 Ch. 6 - Hydrostatic Water in Soil and Rock Page 18 Collapse Potential - Measurement Wetting
20 Ch. 6 - Hydrostatic Water in Soil and Rock Page 19 Loading and Wetting Effects on Collapse
21 Ch. 6 - Hydrostatic Water in Soil and Rock Page 20 Collapsible Soil - Treatment If a site is identified that has significant collapse potential, what can engineers do to improve the soils at the site and reduce the impact of potential collapse? Choice of method depends on depth of treatment required and the nature of the cementation or bonding between soils grains. For modest depths, compacting with rollers, inundation, or overexcavation and recompaction, sometimes with chemical stabilization, are often used. Dynamic compaction (Sec ) would also be feasible. For deeper deposits, ponding or flooding is effective and often the most economical treatment method (Bara, 1978). Depending on the nature of the bonding between soil grains, inundation can result in a compression of up to 8% or 10% of the thickness of the collapsible soil layer. Dynamic compaction, blasting, vibro compaction-replacement, and grouting are potentilly feasible improvement techn iques. Much of this work is summarized by Holtz (1989) and Holtz et a!. (2001).
22 Ch. 6 - Hydrostatic Water in Soil and Rock Page 21 Frost Action Whenever the air temperature falls below freezing, especially for more than a few days, it is possible for the pore water in soils to freeze. Frost action in soils can have several important engineering consequences. First, the volume of the soil can immediately increase about 10% just due to the volumetric expansion of water upon freezing. A second but significantly more important factor is the formation of ice crystals and lenses in the soil. These lenses can even grow to several centimeters in thickness and cause heaving and damage to light surface structures such as small buildings and highway pavements. If soils simply froze and expanded uniformly, structures would be evenly displaced, since the frozen soil is quite strong and easily able to support light structures. However, just as with swelling and shrinking soils, the volume change is usually uneven, and this is what causes structural and other damage. Photo Gallery Screen clipping taken: 2/17/2012, 5:41 AM
23 Ch. 6 - Hydrostatic Water in Soil and Rock Page 22 Frost Action (cont.) 4.4 Design Parameters - Environment Screen clipping taken: 2/17/2012, 5:45 AM Pasted from <
24 Ch. 6 - Hydrostatic Water in Soil and Rock Page 23 Frost Action and Damage to Roadways (cont.) 4.4 Design Parameters - Environment Screen clipping taken: 2/17/2012, 5:44 AM
25 Ch. 6 - Hydrostatic Water in Soil and Rock Page 24 Frost Action and Moisture Content Screen clipping taken: 2/17/2012, 6:07 AM
26 Ch. 6 - Hydrostatic Water in Soil and Rock Page 25 Depth of Frost Penetration - U.S. (meters)
27 Ch. 6 - Hydrostatic Water in Soil and Rock Page 26 Prediction of Frost Action
28 Ch. 6 - Hydrostatic Water in Soil and Rock Page 27 Prediction of Frost Action (cont.)
29 Ch. 6 - Hydrostatic Water in Soil and Rock Page 28 Frost Action and Insulation Pasted from < Expanded Polystyrene Insulation In a heated building, the frost protected shallow foundation (FPSF) relies on heat from the house to raise soil temperatures around the foundation. One layer of insulation covers the outside face of the foundation, while a second extends horizontally away from it. The rigid foam traps any heat that the ground absorbs from the building, keeping soil temperatures around the footing above freezing. The building's heating system can be safely turned off for a three week period in the winter because thermal lag in the concrete will maintain the soil temperature above freezing Pasted from <
30 Ch. 6 - Hydrostatic Water in Soil and Rock Page 29 Blank
31 Ch. 6 - Effects of Water in Soil and Rock Page 2 Symbols
32 Ch. 6 - Effects of Water in Soil and Rock Page 3 Introduction
33 Ch. 6 - Effects of Water in Soil and Rock Page 4 Introduction and Capillarity
34 Ch. 6 - Effects of Water in Soil and Rock Page 5 Capillarity (cont.)
35 Ch. 6 - Effects of Water in Soil and Rock Page 6 Capillarity (cont.)
36 Ch. 6 - Effects of Water in Soil and Rock Page 7 Capillarity (cont.)
37 Ch. 6 - Effects of Water in Soil and Rock Page 8 Capillarity (cont.)
38 Ch. 6 - Effects of Water in Soil and Rock Page 9 Capillarity (cont.)
39 Ch. 6 - Effects of Water in Soil and Rock Page 10 Capillarity (cont.)
40 Ch. 6 - Effects of Water in Soil and Rock Page 11 Capillarity (cont.) d in the equation below can be estimated by d eff (see next page)
41 Ch. 6 - Effects of Water in Soil and Rock Page 12 Capillarity (cont.)
42 Ch. 6 - Effects of Water in Soil and Rock Page 13 Capillarity (cont.)
43 Ch. 6 - Effects of Water in Soil and Rock Page 14 Capillarity (cont.)
44 Ch. 6 - Effects of Water in Soil and Rock Page 15 Capillarity and Effective Stress
45 Ch. 6 - Effects of Water in Soil and Rock Page 16 Effective Stress (cont.)
46 Ch. 6 - Effects of Water in Soil and Rock Page 17 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
47 Ch. 6 - Effects of Water in Soil and Rock Page 18 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
48 Ch. 6 - Effects of Water in Soil and Rock Page 19 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
49 Ch. 6 - Effects of Water in Soil and Rock Page 20 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
50 Ch. 6 - Effects of Water in Soil and Rock Page 21 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
51 Ch. 6 - Effects of Water in Soil and Rock Page 22 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
52 Ch. 6 - Effects of Water in Soil and Rock Page 23 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
53 Ch. 6 - Effects of Water in Soil and Rock Page 24 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2016
54 Ch. 6 - Effects of Water in Soil and Rock Page 25 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2016
55 Ch. 6 - Effects of Water in Soil and Rock Page 26 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2016
56 Ch. 6 - Effects of Water in Soil and Rock Page 27 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2016
57 Ch. 6 - Effects of Water in Soil and Rock Page 28 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2016
58 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013 Ch. 6 - Effects of Water in Soil and Rock Page 29
59 Ch. 6 - Effects of Water in Soil and Rock Page 30 Effective Stress (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
60 Ch. 6 - Effects of Water in Soil and Rock Page 31 Shrinkage and Swell - Engineering Significance Shrinkage - Decrease in volume or void ratio soil related to decrease in moisture content of the soil. Swell - Increase in volume or void ratio of soil related to moisture absorption of the soil. Most soils that are susceptible to shrinkage are also susceptible to swell Damages 1) Pavements, 2) Light-weight structures and foundations, 3) other infrastructure (tanks, sidewalks, parking garage, concrete slabs, pools, etc. Pasted from < s.htm> Expansive Soil - Arkansas - Note large, desiccation cracks. Estimated damage from shrinkage and swelling of soils is $10 to $15 B annually. Damaged brick house caused by differential movement caused by expansive soil beneath foundation. Characteristics of Expansive Soils Fine- grained High plasticity (usually smectite clays) Have large shrinkage cracks Result from weathering of volcanic ash in Western U.S.
61 Ch. 6 - Effects of Water in Soil and Rock Page 32 Shrinkage and Swell (cont.) Shrinkage Shrinkage cracks occurs when capillary pressure (tension) exceeds the tensile strength of the soil Causes zones of weakness in the soil near the ground surface that affect: Performance of roadways and pavements Stability of clay slopes Bearing capacity of foundations Permeability of barriers such as clay liners and covers Causes of shrinkage Evaporation Lowering of groundwater table Desiccation of the soil by root action from vegetation Swell Swelling soils are commonly called expansive soils Swelling is generally confined to upper part of the soil profile Swelling pressure can be as high as 1000 kpa (10 tsf), but is more commonly in the range of 100 to 200 kpa (1 to 2 tsf) This is still enough uplift pressure to lift light-weight buildings, which have an average dead load of 10 kpa (100 psf) per story.
62 Ch. 6 - Effects of Water in Soil and Rock Page 33 Expansive Soils Map - U.S.
63 Ch. 6 - Effects of Water in Soil and Rock Page 34 Expansive Soils - Utah
64 Ch. 6 - Effects of Water in Soil and Rock Page 35 Expansive Soils Map - S. Utah
65 Ch. 6 - Effects of Water in Soil and Rock Page 36 Expansive Soils Map - S. Utah (cont.)
66 Ch. 6 - Effects of Water in Soil and Rock Page 37 Geological Origins of Expansive Soils - Utah Weathering of Volcanic Ash to Smectite (Bentonite) Clay Example - Weathering of Petrified Forest Member of the Chinle Formation to "Blue Clay" in Southern Utah. Note that other geologic units with ash deposits have similar problem soils such as the Green River Formation and the Mancos Shale, both are located in eastern Utah.
67 Ch. 6 - Effects of Water in Soil and Rock Page 38 Expansive Soil Prediction FIGURE 6.18 Soil expansion prediction based on: (a) activity (van der Merwe, 1964); (b) in situ dry density and liquid limit (adapted from Mitchell and Gardner, 1975, and Gibbs, 1969); (c) suction versus water content (McKeen, 1992); (d) log PI versus log LL/PI (Marin-Nieto, 1997 and 2007).
68 Ch. 6 - Effects of Water in Soil and Rock Page 39 Expansive Soil and Compaction FIGURE 6.19 Influence of molding water content and soil structure on the swelling chartacteristics of a sandy clay (Seed and Chan, 1959).
69 Ch. 6 - Effects of Water in Soil and Rock Page 40 Expansive Soil and Compaction (cont.) FIGURE 6.20 Effects of placement water content and dry density on the expansion characteristics of a CH clay from the Delta-Mendota Canal, California: (a) percent expansion for various placement conditions under 7 kpa; (b) total uplift pressure at zero volume change caused by wetting for various placement conditions (U.S. Dept. of the Interior, 1998).
70 Ch. 6 - Effects of Water in Soil and Rock Page 41 Swell Test Swelling Test This involves a simplified oedometer test in which the sample (of measured mass) is installed in a rigid ring, (of measured volume; usually around 20 mm high and mm in diameter) and placed between porous stones in a consolidation apparatus. A gage to monitor the sample height is then zeroed under a nominal seating pressure of 5 kpa. A load of 25 kpa or the estimated in situ overburden pressure (whichever is greater) is then applied for 30 min to record any initial settlement or seating adjustment. This displacement is used to correct the initial sample height for determination of swelling strain. After re-zeroing the displacement gage, the sample is inundated with distilled water and allowed to swell until the swelling increment, in a period of not less than 3 h duration, is not more than 5 % of the total recorded swell. The initial water content is determined from the sample trimmings, and the final water content is measured from the extracted sample at the end of the test. In the sample preparation process, particular care is taken to ensure that the sample neatly fills the sample ring, as voids and recompacted or remolded portions will accommodate internal adjustments in the volume of the sample and hence, affect the realized vertical swell. Pasted from <
71 Ch. 6 - Effects of Water in Soil and Rock Page 42 Expansive Soils - Remediation Alternatives Avoid placing engineered structures (buildings, roadways) on soils (not always practicable) Excavation and replacement (if problem soil is shallow and easily removed) Structural Deeper foundations that extend below the problem soil (e.g. piles and drilled piers, etc. such as used for Pierre Shale in Colorado in Denver area.) Soil Treatment Moisture control (using horizontal and vertical barriers) Pre-wetting Chemical Stabilization Lime (CaO) stabilization Cement Stabilization Note that sulfates in soil can prevent effectiveness of chemical stabilization.
72 Ch. 6 - Effects of Water in Soil and Rock Page 43 Swelling Pressure Swelling pressure can be measured in a consolidometer in a swell test.
73 Ch. 6 - Effects of Water in Soil and Rock Page 44 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
74 Ch. 6 - Effects of Water in Soil and Rock Page 45 Shrinkage (cont.) Sunday, February 24, 2013 desaturation Steven F. Bartlett, 2013
75 Ch. 6 - Effects of Water in Soil and Rock Page 46 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
76 Ch. 6 - Effects of Water in Soil and Rock Page 47 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
77 Ch. 6 - Effects of Water in Soil and Rock Page 48 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
78 Ch. 6 - Effects of Water in Soil and Rock Page 49 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
79 Ch. 6 - Effects of Water in Soil and Rock Page 50 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
80 Ch. 6 - Effects of Water in Soil and Rock Page 51 Shrinkage (cont.) Sunday, February 24, 2013 Steven F. Bartlett, 2013
81 Ch. 6 - Effects of Water in Soil and Rock Page 52 Shrinkage (cont.) FIGURE 6.16 Shrinkage characteristics of a compacted silt and glacial till (Ho and Fredlund, 1989).
82 Ch. 6 - Effects of Water in Soil and Rock Page 53 Slaking Sunday, February 24, 2013 Steven F. Bartlett, 2013
83 Ch. 6 - Effects of Water in Soil and Rock Page 54 Collapsible Soils Loose dry soil structure before wetting Collapsed soil structure after wetting Cracking to house from collapsible soil Pasted from m> Examples of collapsible soils include loess (windblown silts and sands, Sec ), weakly cemented sands and silts, and certain residual soils. Other collapsible soils are found in alluvial flood plains and fans as the remains of mudflows and slope wash and colluvial slopes. Many but not all collapsible soil deposits are associated with arid or semi-arid regions (such as the southwest (United States and California). Some dredged materials are collapsible, as are those deposited under water, in which the sediment forms at very slow rates of deposition (Rogers. 1994). As a consequence of their deposition, these deposits have unusually high void ratios and low densities. All soil deposits with collapse potential have one thing in common. They possess a loose, open, honeycomb structure [Fig. 4.29(c)I in which the larger bulky grains are held together by capillary films, montmorillonite or other clay minerals. or soluble salts such as halite, gypsum. or carbonates.
84 Ch. 6 - Effects of Water in Soil and Rock Page 55 Collapsible Soils Map - U.S.
85 Ch. 6 - Effects of Water in Soil and Rock Page 56 Quaternary Geology of Utah Geologic Map of Utah Screen clipping taken: 2/17/2012, 5:15 AM Green: glacial deposits Gray: Aeolian deposits Yellow: Alluvial deposits Magenta: Outwash deposits Blue: Lacustrine deposits Violet: Salt Pink: Quaternary lava flows
86 Ch. 6 - Effects of Water in Soil and Rock Page 57 Loess Deposits Loess is an aeolian sediment formed by the accumulation of wind-blown silt, typically in the micrometre size range, twenty percent or less clay and the balance equal parts sand and silt [1] that are loosely cemented by calcium carbonate. It is usually homogeneous and highly porous and is traversed by vertical capillaries that permit the sediment to fracture and form vertical bluffs. The word loess, with connotations of origin by wind-deposited accumulation, is of German origin and means loose. It was first applied to Rhine River valley loess about Pasted from < Pasted from <
87 Ch. 6 - Effects of Water in Soil and Rock Page 58 Alluvial Fan An alluvial fan is a fan-shaped deposit formed where a fast flowing stream flattens, slows, and spreads typically at the exit of a canyon onto a flatter plain. A convergence of neighboring alluvial fans into a single apron of deposits against a slope is called a bajada, or compound alluvial fan. [1] Pasted from < Pasted from <
88 Ch. 6 - Effects of Water in Soil and Rock Page 59 Collapsible Soils Map - S. Utah
89 Ch. 6 - Effects of Water in Soil and Rock Page 60 Collapsible Soils Map - S. Utah (cont)
90 Ch. 6 - Effects of Water in Soil and Rock Page 61 Collapse and Liquid Limit
91 Ch. 6 - Effects of Water in Soil and Rock Page 62 Collapse Potential - Measurement Wetting
92 Ch. 6 - Effects of Water in Soil and Rock Page 63 Collapse Potential - Loess
93 Ch. 6 - Effects of Water in Soil and Rock Page 64 Loading and Wetting Effects on Collapse
94 Ch. 6 - Effects of Water in Soil and Rock Page 65 Collapsible Soil - Treatment If a site is identified that has significant collapse potential, what can engineers do to improve the soils at the site and reduce the impact of potential collapse? Choice of method depends on depth of treatment required and the nature of the cementation or bonding between soils grains. For modest depths, compacting with rollers, inundation, or overexcavation and recompaction, sometimes with chemical stabilization, are often used. Dynamic compaction (Sec ) would also be feasible. For deeper deposits, ponding or flooding is effective and often the most economical treatment method (Bara, 1978). Depending on the nature of the bonding between soil grains, inundation can result in a compression of up to 8% or 10% of the thickness of the collapsible soil layer. Dynamic compaction, blasting, vibro compaction-replacement, and grouting are potentilly feasible improvement techn iques. Much of this work is summarized by Holtz (1989) and Holtz et a!. (2001).
95 Ch. 6 - Effects of Water in Soil and Rock Page 66 Frost Action Whenever the air temperature falls below freezing, especially for more than a few days, it is possible for the pore water in soils to freeze. Frost action in soils can have several important engineering consequences. First, the volume of the soil can immediately increase about 10% just due to the volumetric expansion of water upon freezing. A second but significantly more important factor is the formation of ice crystals and lenses in the soil. These lenses can even grow to several centimeters in thickness and cause heaving and damage to light surface structures such as small buildings and highway pavements. If soils simply froze and expanded uniformly, structures would be evenly displaced, since the frozen soil is quite strong and easily able to support light structures. However, just as with swelling and shrinking soils, the volume change is usually uneven, and this is what causes structural and other damage. Photo Gallery Screen clipping taken: 2/17/2012, 5:41 AM
96 Ch. 6 - Effects of Water in Soil and Rock Page 67 Frost Action (cont.) 4.4 Design Parameters - Environment Screen clipping taken: 2/17/2012, 5:45 AM Pasted from <
97 Ch. 6 - Effects of Water in Soil and Rock Page 68 Frost Action and Damage to Roadways (cont.) 4.4 Design Parameters - Environment Screen clipping taken: 2/17/2012, 5:44 AM
98 Ch. 6 - Effects of Water in Soil and Rock Page 69 Frost Action and Moisture Content Screen clipping taken: 2/17/2012, 6:07 AM
99 Ch. 6 - Effects of Water in Soil and Rock Page 70 Depth of Frost Penetration - U.S. (meters)
100 Ch. 6 - Effects of Water in Soil and Rock Page 71 Prediction of Frost Action
101 Ch. 6 - Effects of Water in Soil and Rock Page 72 Prediction of Frost Action (cont.)
102 Ch. 6 - Effects of Water in Soil and Rock Page 73 Frost Action and Insulation Pasted from < Expanded Polystyrene Insulation In a heated building, the frost protected shallow foundation (FPSF) relies on heat from the house to raise soil temperatures around the foundation. One layer of insulation covers the outside face of the foundation, while a second extends horizontally away from it. The rigid foam traps any heat that the ground absorbs from the building, keeping soil temperatures around the footing above freezing. The building's heating system can be safely turned off for a three week period in the winter because thermal lag in the concrete will maintain the soil temperature above freezing Pasted from <
103 Ch. 6 - Effects of Water in Soil and Rock Page 74 Blank
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