(a) Design (determine only B and L) a rectangular footing for the conditions in the figurebelow and using the assigned data given in the tableSectionB- quatali/unit lengthPropertylineB PlanFigure 1. Concept of a rectangular combined footingLoadLoad SpacingLocation of theAllowable soilfefy(Q.)(Q2)(L,)Property Line (L2)pressure (qau)480 kN 570 kN 4.5 m1.5 m21 MPa 400 MPa175 kPa(b) Estimate the total consolidation settlement after the 5 years after the completion of theprimary consolidation settlement of the foundation (from (a), q = 175 kPa) consideringthe three-dimensional effect provided that A = 0.6. (Note: Time for completion ofprimary consolidation settlement is 1.5 years. You do not need to 3D effect for thesecondary compression, Ca = 0.01)

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Answered: (a) Design (determine only B and L) a…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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7. A continuous strip footing bears on sand with groundwater one-half the footing width below the base of the footing. Which of the following changes will Increase the allowable bearing pressure? D B/2 PFT B SAND A) Embedment depth remains D, but the footing width is decreased. B) Embedment depth remains D, but the groundwater is raised to B/4 below the base of the footing. C) Embedment depth and groundwater remain D and B/2, but the unit weight of the sand is increased. D) Groundwater remains at B/2 below the base of the footing, but the embedment depth is decreased.
A 5 * 7 ft footing is founded at a depth of 2 ft and supports a vertical load of 80 k and a moment load of 30 ft-k in the B direction and 50 ft-k in the L direction. Determine the dimen-sions of the equivalent uniformly loaded footing and compute the equivalent bearing pressure.
A continuous footing installed at a depth of 3 feet with base of 4 feet wide is constructed on cohesionless soil with a unit weight of 125 lb/ft³ and an angle of internal friction of 31°. The factor of safety requirement for the design is 2. The water table is sufficiently below the base of the foundation that won't interfere with the design. Determine: 1. Allowable bearing capacity (qa) 2. Allowable wall load in lb/ft. Plb B
Determine the elastic settlement using the Schmertmann method of the 10'x 10' footing as shown below. Estimate the elastic modulus using Es = 10(N + 15), where Es is in ksf and N is the corrected SPT value. Loose sand Medium dense sand Loose sand Dense sand Very loose sand DEPTH 5° 10' 15' 20' 25' SPT 10 21 11 15 41 4 Q=250 kips 10' x 10' 0 0.2 0.4 0.6 STRAIN & Layer 1 Layer 2 Layer 3 Layer 4 Laver 5
2- Determine the stress increase below the center of the footing using both theoretical and approximate methods at the top, middle and bottom of the clay layer. In addition, determine the average stress increase for the clay layer. Dimensions in Heights in m Unit weights in kN/m3 kN m P2 H1 H2 H3 BL Hw 2.5 Yoati 18.0 19.0 3.0 3.0 2.0 16.0 2 3 1174 Load - 0 Hw H1 H2 H3 OSand Clay (hoemally conactiduted)
Problem (2.8):The load-settlement data obtained from load test of a square plate of size (1ft) are as shown below. If a square footing of size (7t) settles (0.75 inch), what is the allowable soil pressure of the footing? Consider sandy soil. Load (Tsf) Settlement (inch) 10 0.4 14 0.6 16 0.8 19 1.0 0.1 0.2 0.3
2. Change the footing dimension in the question below to a strip footing with width of 6 ft. and find the settlement using Schmertmann's modified method to calculate the required settlement. Example 8-2: A 6 ft x 24 ft footing is founded at a depth of 3 ft below ground elevation with the soil profile and average N160 values shown. Determine the settlement in inches (a) at the end of construction and (b) 1 year after construction. There is no groundwater. The footing is subjected to an applied stress of 2,000 psf. Ground Surface Clayey Silt 3 ft Y = 115 pcf; N160= 8 Sandy Silt B = 6 ft 3 ft Y = 125 pcf; N160= 25 Coarse Sand 5 ft Yt = 120 pcf; N160= 30 Sandy Gravel 25 ft Yt = 128 pcf; N160= 68
A 3 m square footing supports a vertical column load of 200 kN and two moment loads with axes parallel to the sides of the footing, each having a magnitude of 124 kN-m. The embed-ment of the footing is 1 m, and the groundwater table is at a great depth. Determine whether eccentric loading requirements will be met. If these requirements are not met, determine theminimum footing width, B, needed to satisfy these requirements.
Calculate the ultimate bearing capacity considering the following: A strip footing, 2 meters wide A square footing 3m by 3m A circular footing 3m in diameter. All footings are located at the ground surface and groundwater level is at the ground surface. The soil is coarse grained with saturated unit weight of 19.8 kn/m3 and angle of internal friction of 25 degrees.
Figure (a) shows the cross section of square footing of 3 m x 3 m. The soil properties are shown in the figure. i) ii) Determine the load Q that the footing can carry. Use the factor of safety (FOS) of 2.5. During rainy season, groundwater level increased to the soil surface. Based on this condition, calculate the new FOS and justify whether the existing footing is able to carry the same amount of load as calculated in (a) Not drawn to scale 1.6 m 0.4 m Water level 3m Q Soil properties Yd=18.3K³ Ysat = 21 kN/m³ = 30°
The underlying soil is a well-graded sand with c′ = 0, f′ = 36°, g = 126 lb/ft3, with a verydeep groundwater table. Using LRFD, design a rectangular footing to meet the ultimate limitstates using a resistance factor of 0.45. Assuming the average CPT tip resistance of the sand is300 kg/cm2, check to see if your design meets serviceability limits. Adjust the design as needed.
:Answer with "True" or "False" for the following statements. 1- For all modes of failure heaving of soil will occurs on both sides of footing at final collanse 2- General shcar failure will exist when the relative density of sandy soil is less than thirty percent 3- For all types of soils the ultimate bearing capacity is increased with the increasing in size of footing. 4- When the relative density of sandy soil is more than (67%) there is no need to take into consideration the effect of soil compressibility in the calculation of ultimate bearing capacity. 5- For the footings that loaded eccentrically, only the part of the footing that is symetrical with regard to the load is used to determine bearing capacity by the useful width method.

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