MATERIALS SCIENCE+ENGINEERING:WILEY PLUS
10th Edition
ISBN: 9781119815242
Author: Callister
Publisher: WILEY
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Chapter 7, Problem 3FEQP
To determine
The type of strain on atoms surrounding a screw dislocation:
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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 7 Solutions
MATERIALS SCIENCE+ENGINEERING:WILEY PLUS
Ch. 7 - Prob. 1QAPCh. 7 - Prob. 2QAPCh. 7 - Prob. 3QAPCh. 7 - Prob. 4QAPCh. 7 - Prob. 5QAPCh. 7 - Prob. 7QAPCh. 7 - Prob. 8QAPCh. 7 - Prob. 9QAPCh. 7 - Prob. 10QAPCh. 7 - Prob. 11QAP
Ch. 7 - Prob. 12QAPCh. 7 - Prob. 13QAPCh. 7 - Prob. 19QAPCh. 7 - Prob. 20QAPCh. 7 - Prob. 21QAPCh. 7 - Prob. 22QAPCh. 7 - Prob. 23QAPCh. 7 - Prob. 25QAPCh. 7 - Prob. 26QAPCh. 7 - Prob. 33QAPCh. 7 - Prob. 34QAPCh. 7 - Prob. 35QAPCh. 7 - Prob. 36QAPCh. 7 - Prob. 42QAPCh. 7 - Prob. 1DPCh. 7 - Prob. 3DPCh. 7 - Prob. 4DPCh. 7 - Prob. 7DPCh. 7 - Prob. 1FEQPCh. 7 - Prob. 2FEQPCh. 7 - Prob. 3FEQP
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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_forwardchemical engineering The answer for the specific molar volume of nitrogen gas is 12.089x10^(-5) m^3/mol. How was this answer determined? You need to use the ideal gas law to determine the specific molar volume. Do not determine the third specific enthalpy.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_forward
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