Principles of Foundation Engineering, SI Edition
8th Edition
ISBN: 9781305446298
Author: Braja M. Das
Publisher: Cengage Learning US
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Chapter 3, Problem 3.15P
To determine
Find the undrained cohesion of the clay for use in the design by using Bjerrum’s
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calculate all nodal displacementts and all the member forces of the truss
NOTE: Use areal methods only for V,M,N diagrams(Do NOT use the equations) (also draw the N diagram(s) for the entire structure)
The figure below shows a foundation of 10 ft x 6.25 ft resting on a sand deposit. The net load per unit area at the level of the foundation, qo, is 2100 lb/ft². For the sand, μs = 0.3, E, = 3200 lb/in.², Dƒ = 2.5 ft, and H = 32 ft.
Foundation BX L
Rigid
foundation
settlement
Flexible
foundation
settlement H
μ, Poisson's ratio
E, = Modulus of elasticity
Soil
Rock
Elastic settlement of flexible and rigid foundations
Table 1 Variation of F₁ with m' and n'
m'
n'
1.0 1.2 1.4 1.6 1.8 2.0 2.5 3.0
0.25 0.014 0.013 0.012 0.011 0.011 0.011 0.010 0.010
0.50 0.049 0.046 0.044 0.042 0.041 0.040 0.038 0.038
1.00 0.142 0.138 0.134 0.130 0.127 0.125 0.121 0.118
2.00 0.285 0.290 0.292 0.292 0.291 0.289 0.284 0.279
5.00 0.437 0.465 0.487 0.503 0.516 0.526 0.543 0.551
10.00 0.498 0.537 0.570 0.597 0.621 0.641 0.679 0.707
20.00 0.529 0.575 0.614 0.647 0.677 0.702 0.756 0.797
50.00 0.548 0.598 0.640 0.678 0.711 0.740 0.803 0.853
100.00 0.555 0.605 0.649 0.688 0.722 0.753 0.819 0.872
Table 2 Variation of F2…
Chapter 3 Solutions
Principles of Foundation Engineering, SI Edition
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.4PCh. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Following are the standard penetration numbers...Ch. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27P
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- = == An 8 m high retaining wall supports a 5.5 m deep sand (Ya 18.5 kN/m³, q = 34°) overlying a saturated sandy clay (y_sat = 20.3 kN/m³, q = 28°, c = 17 kPa). The groundwater level is located at the interface of two layers. Sketch the lateral stress distribution up to a depth of 8 m for an active condition. Also, determine the line of action of the resultant. 5.5 m Sand |Y=18.5 kN/m³ |₁ =34° Sandy : clay 2.5 m |c=17 kPa Ysat 20.3 kN/m³ 2=28°arrow_forward3. What is the maximum allowable load that can be applied to the pile shown below? : Qall = ? G.W.T. 45' Soft Clay: Ysat 100 pcf Cu = 500 psf, ou = 0° Clay Shale: Qu(lab) 24,000 psi o' = 15° Driven Steel H-Pile: 1/2" thick steel web & flanges (soil plugged) -10". I Note: Pile & soil profile are not drawn to scale Please use the approach outlined in Das 12.16 and an Allowable Stress Design (ASD) approach for your analysis. Use a factor of safety = 3 for design, neglect any effect that shaft resistance has on pile capacity, and neglect the effect of the weight of the pile in your analysis.arrow_forward2. Calculate the ultimate load carrying capacity of the pile tip driven into the soil profile shown below: G.W.T. Qapp 40' Soft Clay: Ysat 100 pcf Cu 500 psf, ₁ = 0° 4c+4 Poorly Graded Sand (SP): Ysat = 125 pcf Q₁ = ? c' = 0, ' = 35° Driven Steel Pipe Pile: Outside Diameter = 2' Inside Diameter = 1'11" Hollow (soil plugged) Note: Pile & soil profile are not drawn to scale For this problem, please calculate N₁* using both the bearing capacity theory approach and using standard design charts. Compare the values that result from these two approaches. Please use only the Nq* from bearing capacity theory for the remainder of your calculations.arrow_forward
- Design a fully restrained BFP moment connection to support the factored bending moment of 1,200 kN·m and factored shear force of 95 kN due to wind and gravity loads. Use 90mm spacing between the bolts, and 40mm edge spacing. The steel grade is A992 for the W920 × 201 beam and W840 × 359 column and A36 for the steel plate (30 mm thick). Use FEXX = 450 MPa electrodes and 20mm A490 bolts (threads included) for the flange plate (Fr= 457 MPa), 16mm A307 bolts for the shear tab (Fnv = 165 MPa). Steel Section Properties W920 × 201 W840 × 359 D₁ = 904 mm bf = 305 mm tf = 20.1 mm tw = 15.2 mm d = 869 mm bf = 404 mm tf = 35.6 mm tw = 21.1 mm Summary of answer: Flange Plate: bPL = tPL = No. of Bolts: Flange bolt = Thickness of fillet weld on shear tab:. Shear tab =arrow_forwardA6.1- A simply supported beam, as shown in Figure 3, is subjected to factored point load Pr= 1250 kN. The beam is designed to have 6-30M bars to resist the maximum bending moment, Mat the section 900 mm away from the centerline of the support. Determine the required development length for the reinforcement at the section with the maximum bending moment. If it is not possible to provide straight bar anchorage into the left support, design the hooked anchorage. Given: Concrete: Normal density with f'c = 25 MPa Reinforcement: Uncoated rebars with fy = 400 MPa Shear reinforcement is in excess of CSA 23.3 minimum requirement: 10M Clear cover to the stirrups: 30 mm Column: 200mm x 500mm m + 1 b=500 mm 200mm Σ Mf 6-30M Figure 3 10 m 200mm h=1000 mm + As = 6-30M Cross-sectionarrow_forwardP What's the stress increase, DUZ (induced stress) at point p according to the chart shown? Show work and mark the chart to demonstrate how you came up with an answer 36ff Qis 24f+ P (at depth 12ft) Point R is below Q, which is on the edge of the footing. 24 ft from one corner (thus 12 from the other). Show how to divide the area into two and use the principle of Super position to calculate stress increase (DJ₂) aka induced stress at R. Draw a plan view of Area I and Arca 2. Find L1, B₁, and 2, dimensions and indicate them accordingly on both Area 1 and Area 2 24f1 - 24ft •R (depth 12ft)arrow_forward
- . For the cast-iron piping shown in Fig. 4, calculate the flow rate if H = 8 m. (e=0.26 mm, v=1.0×10m²/s) Include all losses.) 2 m Water H 20°C 20 m 40 m T 2 cm dia. 4 cm dia. Angle valve (wide open) (4.7)'arrow_forwardA5.2- A simply supported beam with the given cross-section, as shown in Figure 2, is subjected to factored uniform load of 50 kN/m. The designer would like to cut-off 2-30M bars where they are no longer required by the design. Determine the cut-off point for 2-30M bars according to CSA 23.3 requirements. Given: Concrete: Normal density with f'c = 30 MPa Reinforcement: Uncoated rebars with fy = 400 MPa Shear reinforcement is in excess of CSA 23.3 minimum requirement: 10M Clear cover to the stirrups: 40 mm Columns: 500 mm x 500 mm 9 m W= 50 kN/m Figure 2 h=600 mm b=500 mm Cross-section As = 5-30Marrow_forward1. Calculate the ultimate load carrying capacity of the pile tip driven into the soil profile shown below: G.W.T. 45' Qapp Soft Clay: Ysat 100 pcf Cu 500 psf, ou = 0° 平 12' Soil Plug Driven Steel Pipe Pile: Outside Diameter = 2' Inside Diameter = 1'11" Hollow (soil plugged) Note: Pile & soil profile are not drawn to scale Qp = ? Please perform the tip capacity calculation two ways: For the first approach, assume that the total vertical stress at the pile tip is balanced by the weight of the pile. For the second approach, assume that the total vertical stress at the pile tip is not balanced by the weight of the pile (which means you need to include the vertical total stress term). Please compare your answers from these two analyses, examine some of your intermediate-stage calculation results such as the total overburden stress at the pile tip relative to the weight of the pile, and discuss whether or not the commonly used assumption about the total vertical stress at the pile tip is a…arrow_forward
- A6.2- Given a simply supported beam with the typical cross-section as shown in the figure below. Assume interior exposure for this beam. The beam properties are summarized below. a) Check if the beam section satisfies the CSA A23.3 cracking control requirements. In your calculations, find f, accurately based on the loading, and compare the results with f = 0.6 fy. b) Find the deflection due to DL+LL at mid-span after 6 years. Given: Concrete: Normal density with f'c = 25 MPa Reinforcement: Uncoated rebars with fy = 400 MPa Shear reinforcement: 10M Maximum aggregate size: 20 mm Clear cover to the stirrup: 30 mm Clear spacing between the bars = 35 mm 35 mm 30 mm m WDL= 20 kN/m WLL= 15 kN/m 抖抖 b=400 mm As = 8-25M Cross-section h=500 mmarrow_forwardA5.1- An unbraced column shown in Figure 1, column A-B with square cross-section is given. The column is subjected to Dead load (unfactored): PDL = 3000 kN, MDL-top = 85 kN.m, MDL-bo = -DL-bottom = 100 kN.m. = Assume the cross-section of column is constant from top to bottom, and all the beams have width = 300 mm and height 350 mm. Using f'c = 25 MPa, fy = 400 MPa, design the column and determine the ties spacing and arrangement. Use 25M or 30M bars for longitudinal reinforcement, and 10M bars for ties. Assume clear cover to be 40mm. The design p has to be between 0.01 and 0.02. Column maximum dimension can be 500mm. т 4.0m 7.0m 5.5m + 6.5m Figure 1 Barrow_forward7.43 Neglecting head losses, determine what horsepower the pump must deliver to produce the flow as shown. Here, the elevations at points A, B, C, and D are 124 ft, 161 ft, 110 ft, and 90 ft, respectively. The nozzle area is 0.10 ft². B Nozzle Water C D Problem 7.43arrow_forward
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