In a place, before the construction, CPT test was applied, the sand CPT Data is presented in Table 1. Ground water level of the region is at the 1-meter depth. You may Take y=18 kN/m3 ysat=20 kN/m3 ywater =10 kN/m3 Table 1. CPT Data Depth (m) qc (MPa) 0-2 4 2-4 5 4- 6 6- 8 7 8- 10 8 10- 12 9. qnet=160kN/m2 , calculate the settlement of th nuith D-3r

In a place, before the construction, CPT test was applied, the sand CPT Data is presented in Table 1. Ground water level of the region is at the 1-meter depth. You may Take y=18 kN/m3 ysat=20 kN/m3 ywater =10 kN/m3 Table 1. CPT Data Depth (m) qc (MPa) 0-2 4 2-4 5 4- 6 6- 8 7 8- 10 8 10- 12 9. qnet=160kN/m2 , calculate the settlement of th nuith D-3r

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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A pumping test was made in a fine sand extending to a depth of 50 ft where a bed ofclay is encountered .The normal ground water level was at the ground surface.Observation wells were established at distances of 10 ft and 20 ft from the pumping well.A steady state was reached at a rate of pumping equal to 1.2 gpm .The drawdown atthe outer well was 0.5 ft and at the inner well 1.5 ft .What was the hydraulic conductivityof the sand in ft/sec
مکالمات طوارئ ف.. . %07 2:14 quiz.docx -> Soil mechanic /3 rd stage Quiz Q: A soil profile is shown in Figure, plot the variation of o, u, and o' with depth. G, - 2.65 e = 0.5 6. Zone of capillary rise G; = 265; e = 0. Degree of saturation =S = S0 2.5 Ground water table 10 = 42% (moisture content) G, = 2.71 O Sand I saturated clay E Rock ...
2nds X CUC UEF. High High High High High High High ar Users/HC/AppData/Local/Temp/2nd Sessional Soil.pdf .*. O a Search 立业回 + Automatic Zoom the compacter is being used? Q. No. 03 (10 Marks) The soil profile shown below is typical of Miami-Dade County. Estimate the equivalent permeabilities Kvleq) and Kh(eq) in cm/sec, and the ratio of Khfeg)/Kv(eq)? I m Fine Sand k= Ix10" cm/sec Pamlico Formation 5 m Porous Limestone k-2x10 cm/sec Miami Formation 3 m Fine Sand -1x10 cm/sec Fon Thompson Formation 12 m Upper sandy Limestone k- 2x10 cm/sec Fort Thompson Formation Evate Wi Settince TOSHIBA BACK GPACE T Y PI ENTER C. G Y K 4. 0 O SHIFT S ALT CTRL GR
t Pote.. Web of Science Ma. O List of Predatory Pu... Scopus preview-S.. New tab 1 1 D Page view A Read aloud V Draw SOIL MECHANIC Example (6-3): For the site shown in Figure below (the same site as in Example 6-2), water table elevation was at -7 m originally, and lowered 6 m to-13 m due to heavy industrial water use. Calculate the change of the effective overburden stress at Point A. What is a consequence of the lowering water table elevation? -0 Soil 1,= 18.2 kN/m3 -4 -7 Soil 2, y 19.0 kN/m3 Lowered W.T. -13 Soil 3, y = 18.5 kN/m3 -17 Soil 4, Y = 19.2 kN/m3 -26 A z (m) XLL
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Describe spring analogy system with neat sketch. [5] A clay layer, whose total settlement under a given loading is expected to be 11cm settles 3cm at the end of inonth after the application of load increment. How many months will be required to reach a settlement of Scm? How much settlement will occur in 10 months? Assume the layer to have double drainage system. [7] Maximum size for Files You can drag and drop files here to add them. Accepted file types All file types
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Os: Given e-0.5,0.8% 1:0 For a sand withh Gs-267. Required what is thLe aritical hydraulic gradient (Ce) for these voids ratios.
Juo Situation 1: alqma Isoubilya s no 300 hom63 28W 120 illdsom bsod terco A Sito be A layer of saturated clay 4 m thick is overlain by sand 5 m deep, the water table being 3 m below the surface. The saturated unit weights of the clay and sand are 19 and 20 kN/m², respectively. Above the water table, the dry unit weight of the sand is 17 kN/m³. Determine the following: 169 11 1. Effective stress. 167 kPa b. 71.38 kPa 2. Water pressure. a. 167 kPa b. 71.38 kPa ASYMENT nim ni PTSS.O d. nimal+vsso d almal 2017.O .b 3. Total stress or pressure. 167 kPa 108.14 kPa 58.86 kPa im ni ni vioolov.sgisdbal 108.14 kPa 58.86 kPa nimal XP240 biov odt li visolev ogeqso? TA24.0 niral 201.I d C. 108.14 kPa dribsnodeb. sin 71.38 kPani benimsieb 26 dalam 58.86 kPa vivibubno osbyd SAT bozu sish edT 191emseneg baad gailiste to seu geblso
Consolidation test results are provided below, (Hint: C, or C = Ae / log(of/ai') ): 1.2 1.1 1- 0.9 Void ratio 0.8 0.7 0.6 0.5 0.4 1 10 100 1000 Vertical stress (kPa) (log scale) In some of the results an interval is provided. It ccan be possible to get a result between the given values Use the plot and find pre-consolidation pressure (past maximum vertical effective stress) pe' according to Casagrande's method. pe'= .kPa Seç. Find C, Seç. Find C.: Seç. If the tested soil sample is taken at a depth of 5m (ysat=18kN/m) where the groundwater table is located at the surface what is the Over Consolidation Ratio(OCR) (OCR= pclo vo) Seç. Initial height of the specimen is 22mm. What is the final height of the specimen when effective vertical stress is 650kPa? Hint: Use void ratio. Seç. (Result is in mm) What is the consolidation settlement of 2m thick clay layer if initial effective stress is 20kPa and final effective stress is 400kPa. Hint: Poc= Seç. [Ho/(1+einit)]x[C,log(p'/o'init) +…