Simplified Engineering for Architects and Builders, 12/E (HB-2016)
12th Edition
ISBN: 9781118975046
Author: AMBROSE J
Publisher: Wiley,,Hoboken : Wiley, 2016
expand_more
expand_more
format_list_bulleted
Concept explainers
Videos
Question
Chapter 3.9, Problem 1P
(a)
To determine
Find the maximum soil pressure for footing width of 5 ft.
(b)
To determine
Find the maximum soil pressure for footing width of 4 ft.
Expert Solution & Answer
Want to see the full answer?
Check out a sample textbook solution
Students have asked these similar questions
For question 2 do 2% please. Use El centro spectrum to answer the secon question please. Thank you for your help!
solve please
A mechanism for pushing small boxes from an assembly line onto a conveyor belt is shown with arm OD and crank CB in their vertical
positions. For the configuration shown, crank CB has a constant clockwise angular velocity of 0.6π rad/s. Determine the acceleration QE
of E (positive if to the right, negative if down).
450
mm
215 mm
565 mm
A
185
mm
105 mm
110185.
mm
mm
Answer: a = i
B
40
mm
E
m/s²
Chapter 3 Solutions
Simplified Engineering for Architects and Builders, 12/E (HB-2016)
Ch. 3.2 - For the beams shown in Figure 3.5, draw the shear...Ch. 3.2 - For the beams shown in Figure 3.5, draw the shear...Ch. 3.2 - For the beams shown in Figure 3.5, draw the shear...Ch. 3.2 - For the beams shown in Figure 3.5, draw the shear...Ch. 3.2 - For the beams shown in Figure 3.5, draw the shear...Ch. 3.2 - For the beams shown in Figure 3.5, draw the shear...Ch. 3.3 - Prob. 1PCh. 3.3 - Prob. 2PCh. 3.3 - Prob. 3PCh. 3.3 - Prob. 4P
Ch. 3.3 - Prob. 5PCh. 3.3 - Prob. 6PCh. 3.4 - Prob. 1PCh. 3.4 - Prob. 2PCh. 3.4 - Prob. 3PCh. 3.4 - Prob. 4PCh. 3.4 - Prob. 5PCh. 3.4 - Prob. 6PCh. 3.4 - Prob. 7PCh. 3.4 - Prob. 8PCh. 3.5 - Prob. 1PCh. 3.5 - A simple span beam has a uniformly distributed...Ch. 3.5 - Prob. 3PCh. 3.5 - A simple beam with a span of 36 ft has a...Ch. 3.7 - Prob. 1PCh. 3.7 - Prob. 2PCh. 3.8 - Prob. 1PCh. 3.8 - Prob. 2PCh. 3.8 - Prob. 3PCh. 3.8 - Prob. 4PCh. 3.8 - Prob. 5PCh. 3.8 - Prob. 6PCh. 3.8 - Prob. 7PCh. 3.8 - Prob. 8PCh. 3.8 - Prob. 9PCh. 3.8 - Prob. 10PCh. 3.9 - Prob. 1PCh. 3.9 - Prob. 2PCh. 3.10 - Prob. 1PCh. 3.10 - Prob. 2PCh. 3.10 - Prob. 3PCh. 3.10 - Prob. 4PCh. 3.10 - Prob. 5P
Knowledge Booster
Learn more about
Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- Please answer the following questions in the picture, use the second picture to answer some of the questions. I appreciate your help! Explain step by step, thank you!arrow_forwardQuestion 5. Three pipes A, B, and C are interconnected as in Fig. 2. The pipe characteristics are given below. Find the rate at which water will flow in each pipe. Find also the pressure at point P. (Neglect minor losses) Pipe D (in) L (ft) f A 6 2000 0.020 B 4 1600 0.032 C 8 3000 0.02 -El. 200 ft P -El. 120 ft B Fig. 2 -El. 50 ft.arrow_forwardcalculate all nodal displacementts and all the member forces of the trussarrow_forward
- 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)arrow_forwardThe 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…arrow_forward= == 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_forward
- 3. 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_forwardDesign 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_forward
- A6.1- 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_forward
arrow_back_ios
SEE MORE QUESTIONS
arrow_forward_ios
Recommended textbooks for you
Structural Analysis (10th Edition)Civil EngineeringISBN:9780134610672Author:Russell C. HibbelerPublisher:PEARSON
Principles of Foundation Engineering (MindTap Cou...Civil EngineeringISBN:9781337705028Author:Braja M. Das, Nagaratnam SivakuganPublisher:Cengage Learning
Fundamentals of Structural AnalysisCivil EngineeringISBN:9780073398006Author:Kenneth M. Leet Emeritus, Chia-Ming Uang, Joel LanningPublisher:McGraw-Hill Education
Traffic and Highway EngineeringCivil EngineeringISBN:9781305156241Author:Garber, Nicholas J.Publisher:Cengage Learning
Structural Analysis (10th Edition)
Civil Engineering
ISBN:9780134610672
Author:Russell C. Hibbeler
Publisher:PEARSON
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781337705028
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning
Fundamentals of Structural Analysis
Civil Engineering
ISBN:9780073398006
Author:Kenneth M. Leet Emeritus, Chia-Ming Uang, Joel Lanning
Publisher:McGraw-Hill Education
Traffic and Highway Engineering
Civil Engineering
ISBN:9781305156241
Author:Garber, Nicholas J.
Publisher:Cengage Learning
Stress Distribution in Soils GATE 2019 Civil | Boussinesq, Westergaard Theory; Author: Gradeup- GATE, ESE, PSUs Exam Preparation;https://www.youtube.com/watch?v=6e7yIx2VxI0;License: Standard YouTube License, CC-BY