Use Terzaghi's equation and Terzaghi's Table QUESTION 11. Determine the allowable gross vertical loadbearing of a square foundation with thefollowing parameters: B = 3m, D = 2m, o' = 30°, c' = 0, y = 16.5 kN/m³. Use Terzaghi'sequation and assume general shear failure in soil. Use FS = 4.Recall q=Y DE TABLE 6.1 (Terzaghi's Bearing Capacity Factors-Eqs. (6.17), (6.15), and (6.13)*N₂N₂14.219.8415.9011.6013.70N₂5.706.006.306.626.977.347.738.158.609.099.6110.1610.7611.4112.1112.8613.6801234567891011121314151617181920212223242525.13"From Kumbhojkar (1993)14.6015.1216.5617.6918.9220.27N₁ N₂1.001.101.221.351.491.641.812.002.212.442.69 0.562.980.693.293.634.024.454.925.456.046.70 3.077.443.648.26 4.319.195.0910.236.0011.40 7.0812.728.3421.7523.360.000.010.040.060.100.140.200.270.350.440.851.041.261.521.822.182.59N₂2627.092729.242831.612934.2430 37.1631 40.4122.653244.0426.873348.0931.943452.6438.043557.7545.4136 63.5354.363770.0165.273877.5078.613985.9795.034095.66115.3141 106.81140.5142 119.67108.75171.9943 134.58126.50211.56151.95147.74261.6045172.28173.28325.3446196.22204.19407.1147 224.55241.80 512.8448258.28287.85 650.6749298.71344.63 831.9950 347.50 415.14 1072.8017.8119.9822.4625.2828.5232.2336.5041.4447.1653.8061.5570.6181.2793.8516.1819.13To estimate the ultimate bearing capacity of square and circular foundations,Eq. (6.10) may be respectively modified toq=1.3c'N, +qN₂ +0.4yBN, (square foundation)(6.19)

Answered: Image /qna-images/answer/d430fdb1-f09f-4bf7-8d25-295ed3b8584f.jpg

Determine the allowable gross vertical loadbearing of a square foundation with the following parameters: B = 3m, D₁ = 2m, o' = 30°, c' = 0, y = 16.5 kN/m³. Use Terzaghi's equation and assume general shear failure in soil. Use FS = 4. Recall q=Y DE

Determine the allowable gross vertical loadbearing of a square foundation with the following parameters: B = 3m, D₁ = 2m, o' = 30°, c' = 0, y = 16.5 kN/m³. Use Terzaghi's equation and assume general shear failure in soil. Use FS = 4. Recall q=Y DE

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter4: Shallow Foundations: Ultimate Bearing Capacity

Section: Chapter Questions

Problem 4.2P: A square column foundation has to carry a gross allowable load of 1805 kN (FS = 3). Given: Df = 1.5...

See similar textbooks

Similar questions

It is proposed to place a 9 ft 9 ft foundation at 6 ft depth in a sandy soil, where the average N60 is 25 and the unit weight is 115.0 lb/ft3. Using Meyerhofs expressions presented in Section 9.6, estimate the allowable net pressure that would give 1.2 in. of settlement.
A column foundation (Figure 16.23) is 3 m 2 m in plan. Given: Df = 1.5 m, =25, c = 70 kN/m2. Using Eq. (16.9) and FS = 3, determine the net allowable load [see Eq. (16.16)] the foundation could carry. FIG. 16.23
A square column foundation has to carry a gross allowable load of 1805 kN (FS = 3). Given: Df = 1.5 m, =15.9 kN/m3, = 34, and c = 0. Use Terzaghis equation to determine the size of the foundation (B). Assume general shear failure.
Question 2) For a shallow foundation shown below: A. Estimate the ultimate bearing capacity when the water table located at a depth of 2 m below the ground surface. B. Estimate the moments about the x- and y-axis; assume that the foundation is subjected to a vertical load and a moment. If eg and eL is 0.33 m and 0.12 m, respectively. G.S Iz 2 m (2 m x 3 m) Silty clay Yo=17 kN/m³ , Ysat = 20 kN/m3 %3D 6 m c'=78 kN/m? 0'=35° Shear modulus=250 kN/m? CS Scanned with CamScanner
A square shallow foundation (B × B) is planned to be constructed on a normality consolidated (NC) clay soil as shown in the below figure. The maximum acceptable settlement for the foundation is equal to 2.0 inches (5 cm), and the safety factor against bearing capacity is FS = 4. Determine the size of foundation. (Note: To simplify the calculations, ignore both the elastic settlement and secondary compression settlement. Also consider 4o'ave = 40'm) Q = 500 kN Ysat = 19.24 kN/m³ en = 0.8 C. = 0.25 p'= 0 c'= 25 kPa 2 m B ×B FS again Bearing Capacity = 4 Acceptable settlement = 2.0 inches 10 m
A square shallow foundation (B × B) is planned to be constructed on a normality consolidated (NC) clay soil as shown in the below figure. The maximum acceptable settlement for the foundation is equal to 2.0 inches (5 cm), and the safety factor against bearing capacity is FS = 4. Determine the size of foundation. (Note: To simplify the calculations, ignore both the elastic settlement and secondary compression settlement. Also consider Ao'ave = 4o'm) Q = 500 kN Ysat = 19.24 kN/m³ eo = 0.8 C. = 0.25 p'= 0 c' = 25 kPa FS again Bearing Capacity = 4 Acceptable settlement = 2.0 inches 2 m В ХВ 10 m
2 ft 2 ft 24 ft 24 ft 24 ft Problem 4 B D E F G | 3 ft DL=100 kip DL=180 kip LL = 60 kịp LL = 120 kip DL=190 kip DL=110 ki • The plan of a mat foundation with column loads is shown in Figure 2. Use the rigid method to calculate the soil pressures at point A, B, C, D, E, F, G, H, , J, K, L, M and N. The size of the mat is 76 ft x 96 ft, all columns are 24 in x 24 in in section, and qlnet = 1.5 kip/ft². Verify that the soil pressures are less than the net allowable bearing capacity. LL = 120 kip LL = 70 ki 30 ft DL=180 kip DL=400 kip DL=200 kip LL = 250 kip LL = 120 kip DL=360 kip LL = 120 kip LL = 200 kip ex 30 ft DL-190 kip DL=500 kip LL = 130'kip LL = 240 kip DL=T10 kip DL=200 kip LL =300 kip LL =120 kip 30 ft DL=180 kip DL=120 kip LL =120 kip L =70 kip x' 3 ft IDL=120 kip DL=180 kip ILL =70 kip LL =120 kip J Figure 2: Plan of a Mat Foundation M L K H
Problem.№₂3 - The plan of a mat foundation is shown in Figure. Calculate the soil pressure at points A, B, C, D, E, and F. (Note: All column sections are planned to be 0.5 m 3 0.5 m.) All loads shown are factored loads according to ACI 381-11 (2011). 550 KN 2000 KN 5.25 m 2000 KN 550 kN F *K 0.25 m G H 10 m ! B i 660 kN 2000 KN 10 m 2000 KN 660 kN E 600 KN 1600 KN 5.25 m 10 m 1600 KN 470 kN C D *K 0.25 m 9 m 9 m 9 m 0.25 m 0.25 m
Given: Distance from the top of foundation to the lateral force, h = 2 m Footing dimension, B1 = 3 Concrete density, yc = 24 kN/m m, B2 = 3 m Soil density, ys = 17 kN/m !! Column dimension, c1= 500 Service loads, mm, Axial load, P = 1200 kN c2 500mm Lateral load, H = 250 kN Footing thickness, t 500 1. Evaluate the maximum soil pressure, in kPa Evaluate the factor of safety against overturning, FSo, 3. Solve for the maximum lateral force H that can be mm 2. Height of soil, z - 1.5 m applied to the column without causing uplift, in kN. Www C2 P.
10. A flexible foundation is subjected to a uniformly distributed load of q-500 kN/m². Table 3 could be useful. Determine the increase in vertical stress, in kPa, Aoz at a depth of z=3m under point F. B 4m 3m 6m E 10m Table 10.3 Variation of I, with m and n m 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.1 0.0047 0.0092 0.0270 0.0279 0.2 0.0132 0.0092 0.0179 0.0259 0.0132 0.0259 0.0374 0.0222 0.0242 0.0435 0.0474 0.0629 0.0686 0.0258 0.0504 0.0528 0.0547 0.3 0.0731 0.0766 0.0794 0.4 0.1013 0.5 0.0198 0.0387 0.1202 0.6 0.0222 0.0435 0.7 0.0242 0.0474 0.0947 0.1069 0.1168 0.1247 0.1311 0.1361 0.1365 0.1436 0.1491 0.1537 0.1598 0.0168 0.0198 0.0328 0.0387 0.0474 0.0559 0.0168 0.0328 0.0474 0.0602 0.0711 0.0801 0.0873 0.0931 0.0977 0.0559 0.0711 0.0840 0.0947 0.1034 0.1104 0.1158 0.0629 0.0801 0.0686 0.0873 0.1034 0.8 0.0258 0.0504 0.0731 0.0931 0.1104 0.9 0.0270 0.0528 0.0766 0.0977 0.1158 0.0794 0.1013 0.1202 0.0832 0.1263 1.4 0.1300 1.6 0.0306 0.0599 0.0871 0.1114 0.1324 1.8 0.0309 0.0606…
a. At Wlmat depiI W ld you place the mat to make this a fully compensated foundation? b. What should be the factor of safety if the mat is placed at 3.0 m depth? a A 15 m X 20 m mat foundation shown in Figure P10.7 car- ries a building load of 36 MN and is placed at 3.0 m depth below the ground level. a. Find the net applied pressure on the underlying ground. The consolidation tests show that the preconsolidation pressure at the middle of the clay layer is 210 kN/m². b. Is the clay overconsolidated? REFERENCE
PROBLEMS 8.1 Refer to Figure 8.3. For a flexible load area, given: B= 3 m, L=4.6m, q= 180KN/m², D; =2m, H = 00, v= 0.3, and E = 8500KN/m³. Estimate the elastic settlement at the center of the loaded area. Use Eq. (8.14). %3D Foundation B×L Rigid :foundation Flexible foundation H settlement settlement v = Poisson's ratio E = Modulus of elasticity Soil Rock Figure 8.3 Elastic settlement of flexible and rigid foundations. (8.14)