The flownet for seepage of water around a single row of sheet piles driveninto a permeable layer is shown in Figure D(below). Calculate the quantityof seepage loss against downstream heave, given the k = 2.6 x 10-6 m/secand saturated unit weight = 17.7 kN/m3. The depth of the sheet pile is 6 minto the ground.Sheet pileHeave zoneH;=10mH2 =1.5mImpermeable layerO 3.32 x 10-5 m3/s/mO 1.47 x 10-4 m3/s/m2.95 x 10-5 m3/s/m1.47 x 10-5 m3/s/m

Answered: Image /qna-images/answer/973d12c7-1217-4184-bdac-3f3c195f8183.jpg

The flownet for seepage of water around a single row of sheet piles d into a permeable layer is shown in Figure D(below). Calculate the quar of seepage loss against downstream heave, given the k = 2.6 x 10-6 m and saturated unit weight = 17.7 kN/m3. The depth of the sheet pile is into the ground. Sheet pile Heave zone Hi 10 H1=10m На —1.5m

The flownet for seepage of water around a single row of sheet piles d into a permeable layer is shown in Figure D(below). Calculate the quar of seepage loss against downstream heave, given the k = 2.6 x 10-6 m and saturated unit weight = 17.7 kN/m3. The depth of the sheet pile is into the ground. Sheet pile Heave zone Hi 10 H1=10m На —1.5m

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

None
8) A sheet-pile wall retaining a silty sand is shown in the figure. Using the Rankine formula, the passive earth pressure coefficient is most nearly: a. 0.3 b. 0.47 c. 3.25 d. 1.0 SILTY SAND c=0 = 32°
9, = 10 kPa I EFine-grained soil Y= 17.2 kN/m, S = 0.8. = 27°, s = 55 kPa 1.5 m 1.0 m 8 = determine the depth of embedment of the cantilever sheet pile wall shown above.
b) What is the advantage for the Engineer in using Rankine's lateral earth pressure theory over Coulomb's lateral earth pressure theory? Surcharge q = 25 kPa 1.5 m Fine sand c'= 0 kPa ø' = 34 degrees y = 19.5 kN/m Sheetpile wall Silty sand e'= 15 kPa ø' = 28 degrees y= 20.0 kN/m 3.0 m WT 1.0 m Sandy Gravel c'= 0 kPa ø = 34 degrees y = 21.5 kN/m' (above & below the water table) 4.0 m Figure Q4
Question 3 A new underground tunnel section is designed by a geotechnical consultant. For the underground station a 5 m wide braced excavation is made in a saturated clay as shown in Figure Q3 with unit weight, y = 18.5 kN/m², friction angle, o = 0° and cohesion, c = 20 kN/m?. The struts are spaced at 5 m center to center in plan. Refer Appendix 1 to select the sheet-pile section. i. Draw the strut forces. ii. Determine the section modulus of the sheet pile needed. Assume oall = 170 MN/m? iii. Determine the maximum moment for the wales at levels B and C. Show a complete answer, including all numerical values and necessary diagrams. 5 m 3 m B 2 m
For the gravity dam shown in the figure, the following data are available: Unit weight of concrete (ycone)=2.4 ton/m - Vertical upward earthquake factor (Kv)= 0.1 - Neglect Wave pressure, Silt pressure, and Ice force. - Use u=0.7 10m What will be the value of the heel and toe stresses s2m S0m (Pmin & Pma)?
A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3. The layers have the following properties: Layer 1: γ = 16.9 kN/m3. 3m thick. Layer 2: γ = 17.6 kN/m3. 5.5m thick. Layer 3: γsat = 19.65 kN/m3. K is 0.9 and tan α = 0.37. The factor of safety is 3.0. What is the skin friction resistance of the pile in kN? What is the skin friction resistance of the pile in kN? None of the choices 1684.170 1477.156 1257.150 1322.744 866.118 Please answer this asap. For upvote. Thank you very much
Q-1) A structure weighs (47000 kN including foundation) is to be constructed into the soil profile shown in Figure (1). Calculate: A. The final consolidation settlements below foundation center and edge. B. The time required for (20 mm) settlement to occur below foundation center. Fig.1 3 m 7m 2 m Sand Y=17 Clay 20 m diameter Y = 19 kN/m³ Y=20 kN/m³ c, = 0.1 m²/yr Cc = 0.33 eo=0.8 Impervious Rock V.T
Problem (3) The flow net for water seepage is shown in the figure below, where the permeable soil layer has a saturated unit weight: %a-17.7 kN/m°. Calculate: a) Seepage force per unit volume Sheet pile H = 3 m Heave zone На 0.5 m Ysat = 17.7 kN/m3 rmeable layer Figure 6.9 Flow net for seepage of water around sheet piles driven into permeable layer
find passive and active pressure
2m 3.5m Ax m 5.00m SIA 2 3.00 m 15 m Figure (1) ZOL Question II: The section through part of a cofferdam is shown in Figure (1), the saturated unit weight of the soil being 19.5 kN/m³. Determine the value of effective vertical stress at point (A), and find the factor of safety against a heave failure in the excavation adjacent to the sheet piling.
6.5 The sides of an excavation 3.0m deep in sand are to be supported by a cantilever sheet pile wall. The water table is 1.5 m below the bottom of the excavation. The sand has a saturated unit weight of 20 kN/m³, a unit weight above the water table of 17 kN/m³ and the characteristic value of o' is 36°. Using the traditional method, determine the required depth of embedment of the piling below the bottom of the excavation to give a factor of safety of 2.0 with respect to passive resistance. M