|A rigid shallow foundation 1m x Im in plan is shown in the following figure. Calculate the elastic settlement at the center and corner of the foundation. Ao = 200 kN/m2 1 m 1 m X 1 m E, (kN/m²) + 8000 AMy = 0.3 + 6000 + 10,000 Rock (m). 2.
Q: P 10 m 2
A: Given data:
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Q: A rigid foundation is subjected to a vertical column load, P = 355 kN, as shown in Figure 11.43.…
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A: The given figure is shown below:
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Q: Question attached
A: The given data is: eL=0.3 mB=1.5 meB=0.15 mL=1.5 m
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Q: Question Attached
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Q: subject : Geotechnical Design Book : PRINCIPLE OF FOUNDATION ENGINEERING
A: Given:γ D = 105 lb/ft³, γ B (sat)= 118 lb/ft³B= 5ftD2= 4ftD1=2ftC= 0Ø=35°
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Q: Q3/ A rigid shallow foundation shown in Fig.3: 1. Calculate the elastic settlement in mm. (based on…
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Q: Problem 2: A soil element is shown 5.4 kN/m2 in the figure on the right. The magnitude of stresses…
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Q: A 2-m diameter flexible foundation applies a uniform pres- sure to the underlying soil of 200 kN/m.…
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Q: ELABORATE Try solving the following problem: Practice Problem: A rigid foundation is subjected to a…
A: P = 550KN L = 3m B = 2m Df= 1.5m H = 5m Es= 13500knN/m2 μs = 0.5 It has been asked in the question…
Q: 3. y = 19.65 kN/m³ %3D 3 m Yoae = 21.70 kN/m³ c = 0 kPa O = 20° 2 m 0.60 m
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Q: A rigid foundation is subjected to a vertical column load, P = 355 kN, as shown in Figure 11.43.…
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Q: Problems 11.1 A rigid foundation is subjected to a vertical column load, P = 355 kN, as shown in…
A:
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- 9.3 Given: T- shape foundation as shown in figure is loaded with a uniform load of 120 kN/m². Required: the increment in vertical stress at point (P) at a depth of 5m. 0.6 0.6 0.6 3m m n I₁ 1.5 0.3 0.0629 0.1431 9m 1.2 3m 0.6 0.1069For a shallow foundation shown below: 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 Yd=17 kN/m³ , Ysat = 20 kN/m³ %3D 6 m c'=78 kN/m? þ'=35° Shear modulus=250 kN/m? CS Scanned with CamScannerA long foundation 0.6 m wide carries a line load of 100 kN/m. Calculate the vertical stressi ncrease at a point P, the coordinates of which are x = 2.5 m, and z = 1.5m, where the x-coordinate is normal to the line load from the central line of the footing. a. 3.05 kPa b. 1.69 kPa c. 4.08 kPa d. 5.12 kPa) e. 2.55 kPa
- A column foundation (Figure P3.5) is 3 m x 2 m in plan. Given: D; = 2 m, o' = 25°, c' = 50 kN/m². Using Eq. (3.23) and FS = 4, determine the net allowable load [see Eq. (3.15)] the foundation could carry. Use bearing capac- ity, shape, and depth factors given in Şection 3.6.A column foundation is 3 m × 2 m in plan. Given: Dƒ = 1.5 m, þ' = 30°, c′ = 80 kN/m². Using the general bearing capacity equation (CFEM see class slides from March 17 similar to Example 1 and 2 but with an added capacity term related to cohesion) and 0.5, determine the factored bearing capacity of the foundation (i.e. – use Þ). Use Yw = 9.81 kN/m³. For simplicity, read the values of Nc, Ną, and Ny directly from the table on page 26 of the lecture slides use the highlighted columns. Also, determine the maximum factored load for the column. - 1.5 m ↑ 1 m 3m x 2m - y = 17 kN/m³ Groundwater level Ysat = 19.5 kN/m³ =For the rigid shallow foundation (2*4m) shown in Fig, calculate Immediate settlement the center of the foundation if . (net pressure qo = 100 kPa. Assume 0.3 X 2 m 0.5 m 3.5 m W.T Q=2000 kN 6 m-3 m y=22 kN/m² Ce=0.805 C₁ = 0.3 e=0.753 OCR = 1.4 G. s Dense Sand Y = 22 kN/m³ Silty Clay Silty Sand Y = 18 kN/m²
- H.W 2.pdf > H.Q 6 A flexible foundation measuring 1.5 m x 3 m is supported by a saturated clay. Given: Dr = 1.2 m, H = 3 m, Es (clay)= 600 kN/m2, and qo = 150 kN/m?. Determine the average elastic settlement of the foundation. H.O 7 Figure 7.3 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 3000 Ib/ft?. For the sand, u, = 0.3, Es = 3200 Ib/in?, Df = 2.5 ft, and H = 32 ft. Assume that the foundation is rigid and determine the elastic settlement the foundation would undergo. H.O 8 Determine the net ultimate bearing capacity of mat foundations with the following characteristics: c, = 2500 Ib/ft, = 0, B = 20 ft, L = 30 ft, D, = 6.2 ft Foundation Engineering I H.W 2 H.O 9 A 20-m-long concrete pile is shown in Figure below. Estimate the ultimate point load Q, by a. Meyerhof's method b. Coyle and Castello's method Concrete pile 460 mm x 460 mm Loose sand 20m y I86 ANi Dee s H.O 10 A concrete pile 20 m long…A rigid shallow foundation 1 m 1 m in plan is shown in Figure below. Calculate the elastic settlement at the center of the foundation. Ag = 200 kN/m2 1 m 1m x1 m E, (kN/m²)| + 8000 Hy = 0.3 2 + 6000 - 3 + 10,000 6/3/2021 ECG 4313 FOUNDATION DESIGN10. 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…
- 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 H3. A square foundation is constructed in a soil deposit as shown in the figure below. Assume that the groundwater table is 6 meters below the foundation. The applied load on the shallow allowable load. (Use general bearing capacity equation.) square foundation makes an angle of 10° with the vertical. Use FS 3 and determine the 2 m 6 m 4 m y = 17.5 kN/m³ 4' = 33° c' = 20 kN/m² Ysat = 20k N/m³ Groundwater tableExample 12.6 A square foundation is shown in Figure 12.9. Assume that the load eccentricity e 0.5 ft. Determine the ultimate load, Qut Sand y = 115 lb/ft d' = 30° 5ft X5ft c' 0 Figure 12.9