Please solve under Geotechnology II Engineering. A gravity retaining wall shown in Figure 1 retains a sandy backfill with = 36°, 8 = 25 (betweenwall and fill) and y = 18 kN/m³. Furthermore, the ultimate bearing capacity of the foundation soilswas found to be 600 kPa and concrete =24 kN/m³.a)b)Using Coulomb theory, determine ka and sketch the pressure distribution diagramsshowing critical values.Determine if the proposed wall section is satisfactory with respect to the middle thirdrule, overturning, sliding and bearing capacity.6 m1.5m1 m1.5 mqs= 20 kPa105°= 38°δ=φ

Step 1: Solve Ka with considering surcharge Step 2: Solve Pa to compute Ph and Pv Step 3: Divide the…

Answered: A gravity retaining wall shown in…

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter17: Retaining Walls

Section: Chapter Questions

Problem 17.1P

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A reinforced concrete retaining wall is proportioned as shown below. There is a water table located H1m beneath the ground surface. Use ultimate bearing capacity of 450 kPa. Based on the figure, the dimensions are given below. Use γc = 23.48 kN/m3 wall thickness = 0.47m footing thickness = 0.53m toe slab length = 2.33m heel slab length = 4.38m ground water table depth = 2.99 H2 = 3.84 The following values were calculated for this particular retaining wall: Righting moment: 3,868 kN-m/m Overturning moment: 908 kN-m/m Total vertical load: 999 kN/m What is the factor of safety for bearing pressure? Please answer this asap for upvote. Thanks in advance
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A reinforced concrete retaining wall is proportioned as shown below. There is a water table located H1m beneath the ground surface. Use ultimate bearing capacity of 450 kPa. Based on the figure, the dimensions are given below. Use γc = 24.67 kN/m3 wall thickness = 0.65m footing thickness = 0.55m toe slab length = 2.47m heel slab length = 3.78m ground water table depth = 3.25 H2 = 3.92 The soil parameters are also given below. Take note that there is just one type of soil present here. Bulk unit weight = 16.93 Submerged unit weight = 9.67 Angle of internal friction = 21 If you add the factors of safety for sliding and overturning, what is the sum? Consider friction coefficient μ = 0.77 Please answer this asap. For upvote. Thank you very much
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Problem (4.10): The foundation plan shown in the figure below is subjected to a uniform contact pressure of 40 kN/m2. Determine the vertical stress increment due to the foundation load at (5m) depth below the point (x). 1.5m + 1.5mk 2m 0.5m X 2m 3m * 3m - 3m
× 5:00 bartleby.com QSEARCH ASK & Expert Solution 5.00 KB/S A 4m high vertical wall supports a saturated cohesive soil = 0 with horizontal surface. The top 2.5m of the backfill has bulk density of 17.6 kN/m³ and apparent cohesion of 15 kN/m² The bulk density and apparent cohesion of the bottom 1.5 m is 19.2 kN/m3 and 20 kN/m² respectively. If tension cracks develop, what would be the total active pressure on the wall? Also draw the pressure distribution diagram = ...ll ...l C74 CHAT √x MATH S ||| Want to see the full answer? Check out a sample Q&A here + + SEE SOLUTION +
The plan of a rectangular foundation shown in figure transmits a uniform contact pressure of 120 kN/m². Determine the vertical stress induced by this loading at point B under a depth of 5 m. (40 marks) 25.0- 15.0 6.0- 4.0 B•
Q3. For the retaining wall shown below, the foundation and the backfill soils have the same properties. Use Rankine analysis to calculate the following: (a) Calculate the active lateral earth pressures distribution. (b) Determine the FS against sliding. 100 kN/m² NOT TO SCALE (c) Determine the FS against overturning SAND: y=18 kN/m² 8=27, concrete 2m 4m
The channel section shown is subjected to a vertical shear force of V = 29 kN. Calculate the horizontal shear stress Ta at point A, and the vertical shear stress tR at point B. Assume a = 50 mm, b = 250 mm, tw= 16 mm, t;= 12 mm, d = 74 mm. V | tw Answers: TA = MPa TB = i MPa
R2
Extra Question: If the Dead load in the slab shown is 24 KN/m^3, determine the end support reaction at beam BE. A E B S1 (200 mm) 1.5 m Option 1 a) 16.1 KN Ob) 17.1 KN Oc) 18.1 KN Od) 19.1 KN S2 (150 mm thick) 4.0 m S1 (200 mm) 1.5 m > 4.5m
H.W 4: Using yield line theory for the isotropic slab shown in figure below, find the uniformly collapse load (Wu) assume m* = m² = m 5m xxxxx 9 m XXXXXXX

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