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Homework #10 A soil exploration result of a site is shown in the following figure. A...
Refer to the figure below. The site consists of 8 ft of sand overlying 4 ft...
Refer to the figure below. The site consists of 8 ft of sand overlying 4 ft of clay. The groundwater level is 4 ft below the ground surface. Given that a proposed footing for a building will be 10 ft by 10 ft at a depth of 2 ft below the ground surface and the load on the foundation is 800 kips, calculate the primary consolidation settlement of the clay layer. Use the 2:1 method to determine the stress distribution...
Show all work Thre foundations are constructed at the ground surface as shown in Figure 1....
Show all work
Thre foundations are constructed at the ground surface as shown in Figure 1. Calculate the settlement of the clay layer directly under point A at the center of the middle footing. Each large foundation carries a load of 3,200 kips and the small foundation carries a load of 1,200 kips. Note: Subdivide the clay layer into two 8-foot thick layers. Assume 1-D consolidation only. A-t20 Plan View 4' Sand; Ymoist 120 pcf Clay; Yvat-110 pcf, C.-0.25, Cr...
A footing for a sign post is to be placed on the soil profile shown below....
A footing for a sign post is to be placed on the soil profile
shown below. The structural loading is PDL = 45 kips and PLL = 10
kips. The sand and clay layers have the properties as shown below.
The clay is the same material as tested in problem 1. Check the
soil strength (i.e., bearing capacity) and settlement under the
applied loading and evaluate the suitability of the proposed
construction. Assume the footing diameter to be 6ft.
DL...
Q2. A borehole at a site reveals the soil profile shown in Figure 2. Plot the...
Q2. A borehole at a site reveals the soil profile shown in Figure 2. Plot the distribution of vertical total and effective stresses with depth. Assume pore air pressure is zero and the pore-water pressure due to capillarity is negative as shown in Figure 3 Elevation (m) Very fine wet sand with silt w=596, S = 40% Fine sand saturated by capillary action Fine sand, 12% 2.0 5.4 Soft blue clay, w= 28% 20.6 Figure 2 Soil Porewater pressure distribution
Figure P3 shows the soil profile at a site for a proposed office building. It is...
Figure P3 shows the soil profile at a site for a proposed office building. It is expected that the vertical stress at the top of the clay will increase by 150 kPa and at the bottom by 90 kPa. Assurning a linear stress distribution within the clay: (a) Calculate the consolidation settlement. You should divide the clay into five layers, compute the settlement for each layer, and then find the total settlement. Assume G = 2.7 for both sand and...
HW#10 Given the following column loading and footing information, determine the size of a mat foundation...
HW#10 Given the following column loading and footing information, determine the size of a mat foundation shown below: I 15 Column Information: Column A: Live load = 40 kips, Dead load = 50 kips Column B: Live load = 80 kips, Dead load = 100 kips. Distance between two columns: 15 ft. W soil = 120 psf 24" I CA C. Footing information: Distance from column A to edge of footing: 1 ft. Allowable soil bearing capacity = 3000 psf...
3. The bearing capacity of shallow foundations (i.e. footings) depends on the soil shear strength (ie....
3. The bearing capacity of shallow foundations (i.e. footings) depends on the soil shear strength (ie. ф and c). The ultimate bearing capacity (qultnei) of the soil is calculated using the following equation: Dr qult.net bearing capacity failure surface i. Frictional resistance along failure surface due to self-weight of soil below footing level footing level. Ny. No, and Ng are dimensionless bearing capacity factors that depend on the ii. Cohesive resistance along failure surface below footing level. iii. Frictional resistance...
Need help on this problem 0 Figure 5.17 Problem 1. Soil profile for Medium sand γ...
Need help on this problem
0 Figure 5.17 Problem 1. Soil profile for Medium sand γ = 1 1 0 pcf 10 Medium sand γ 124 pct O. 32 Stiff clay γ 100 pcf 50 Basalt rock uios i depin A 25-ft-diameter concrete caisson is to be sunk to the rock surface shown in Figure 5.17 at a depth of 50 ft. Describe, using sketches where appropriate, how you would do it, and what problems you might encounter. 4. 5....
You are evaluating the geotechnical characteristics of a Miami site for a proposed office buildin...
You are evaluating the geotechnical characteristics of a Miami site for a proposed office building. Subsurface investigation showed that the site consists of the following layers: (1) a 5-ft sandy laver with a unit weight of 100 pcf (2) a 10-ft silty sand layer with a saturated unit weight of 115 pcf. (3) a 20-ft saturated clay layer with a unit weight of 118 pef, void ratio of 0.85, and underlain by gravels. The site seemed to have strong potential...
Based on consideration of bearing capacity only and using Terzaghi’s bearing capacity factors, design the size...
Based on consideration of bearing capacity only and using
Terzaghi’s bearing capacity factors, design the size of the square
footing shown below for use in a commercial-residential building.
Results from direct shear tests performed on samples from the site
are shown below. Water is very deep.
Column Load 300 kips 5 ft Compacted sandy clay: Y 115 pcf Effective Stresses at failure Test No. ơ'N (psi) 10.9 21.8 32.6 t (psi) 7.4 12.0 16.0
Refer to the figure below. The site consists of 8 ft of sand overlying 4 ft of clay. The groundwater level is 4 ft below the ground surface. Given that a proposed footing for a building will be 10 ft by 10 ft at a depth of 2 ft below the ground surface and the load on the foundation is 800 kips, calculate the primary consolidation settlement of the clay layer. Use the 2:1 method to determine the stress distribution...
Show all work
Thre foundations are constructed at the ground surface as shown in Figure 1. Calculate the settlement of the clay layer directly under point A at the center of the middle footing. Each large foundation carries a load of 3,200 kips and the small foundation carries a load of 1,200 kips. Note: Subdivide the clay layer into two 8-foot thick layers. Assume 1-D consolidation only. A-t20 Plan View 4' Sand; Ymoist 120 pcf Clay; Yvat-110 pcf, C.-0.25, Cr...
A footing for a sign post is to be placed on the soil profile
shown below. The structural loading is PDL = 45 kips and PLL = 10
kips. The sand and clay layers have the properties as shown below.
The clay is the same material as tested in problem 1. Check the
soil strength (i.e., bearing capacity) and settlement under the
applied loading and evaluate the suitability of the proposed
construction. Assume the footing diameter to be 6ft.
DL...
Q2. A borehole at a site reveals the soil profile shown in Figure 2. Plot the distribution of vertical total and effective stresses with depth. Assume pore air pressure is zero and the pore-water pressure due to capillarity is negative as shown in Figure 3 Elevation (m) Very fine wet sand with silt w=596, S = 40% Fine sand saturated by capillary action Fine sand, 12% 2.0 5.4 Soft blue clay, w= 28% 20.6 Figure 2 Soil Porewater pressure distribution
Figure P3 shows the soil profile at a site for a proposed office building. It is expected that the vertical stress at the top of the clay will increase by 150 kPa and at the bottom by 90 kPa. Assurning a linear stress distribution within the clay: (a) Calculate the consolidation settlement. You should divide the clay into five layers, compute the settlement for each layer, and then find the total settlement. Assume G = 2.7 for both sand and...
HW#10 Given the following column loading and footing information, determine the size of a mat foundation shown below: I 15 Column Information: Column A: Live load = 40 kips, Dead load = 50 kips Column B: Live load = 80 kips, Dead load = 100 kips. Distance between two columns: 15 ft. W soil = 120 psf 24" I CA C. Footing information: Distance from column A to edge of footing: 1 ft. Allowable soil bearing capacity = 3000 psf...
3. The bearing capacity of shallow foundations (i.e. footings) depends on the soil shear strength (ie. ф and c). The ultimate bearing capacity (qultnei) of the soil is calculated using the following equation: Dr qult.net bearing capacity failure surface i. Frictional resistance along failure surface due to self-weight of soil below footing level footing level. Ny. No, and Ng are dimensionless bearing capacity factors that depend on the ii. Cohesive resistance along failure surface below footing level. iii. Frictional resistance...
Need help on this problem
0 Figure 5.17 Problem 1. Soil profile for Medium sand γ = 1 1 0 pcf 10 Medium sand γ 124 pct O. 32 Stiff clay γ 100 pcf 50 Basalt rock uios i depin A 25-ft-diameter concrete caisson is to be sunk to the rock surface shown in Figure 5.17 at a depth of 50 ft. Describe, using sketches where appropriate, how you would do it, and what problems you might encounter. 4. 5....
You are evaluating the geotechnical characteristics of a Miami site for a proposed office building. Subsurface investigation showed that the site consists of the following layers: (1) a 5-ft sandy laver with a unit weight of 100 pcf (2) a 10-ft silty sand layer with a saturated unit weight of 115 pcf. (3) a 20-ft saturated clay layer with a unit weight of 118 pef, void ratio of 0.85, and underlain by gravels. The site seemed to have strong potential...
Based on consideration of bearing capacity only and using
Terzaghi’s bearing capacity factors, design the size of the square
footing shown below for use in a commercial-residential building.
Results from direct shear tests performed on samples from the site
are shown below. Water is very deep.
Column Load 300 kips 5 ft Compacted sandy clay: Y 115 pcf Effective Stresses at failure Test No. ơ'N (psi) 10.9 21.8 32.6 t (psi) 7.4 12.0 16.0
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