A gravity retaining wall shown in Figure 1 retains a sandy backfill with = 36°, 8 = 25 (between wall and fill) and y = 18 kN/m³. Furthermore, the ultimate bearing capacity of the foundation soils was found to be 600 kPa and concrete =24 kN/m³. a) b) Using Coulomb theory, determine ka and sketch the pressure distribution diagrams showing critical values. Determine if the proposed wall section is satisfactory with respect to the middle third rule, overturning, sliding and bearing capacity. 6 m 1.5m 1 m 1.5 m qs = 20 kPa 105° = 38° δ=φ
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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 advanceThe following figure shows a section of an anchored retaining wall embedded into a saturated stiff clay layer. The sand has a unit weight of = 18 kN/m³, c' = 0 kPa and o' = 34º. The clay has a unit weight of = 20 kN/m³, c₁ = 80 kPa and = 0°. A uniform pressure of 40 kPa is applied on the soil surface. The short term stability of the wall is considered in an undrained analysis. Use the Rankin's theory of lateral earth pressure to determine the active and passive horizontal stresses. You should apply the requirements of AS 4678 and the partial factors of safety method in estimation of soil pressures. Assume the soil is in-situ and use a structural classification factor of ₁ = 1. 3m 1m Water table 1.5m 40 kPa Not to Scale Sand Clay TaA 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
- 3. Compute the resultant lateral force for the soil-wall system shown in Figure 3. You may ignore tensile cracks. Use • A- Coloumb • B - Rankine 0=30°, y=20kN/m³ 4m Ground water table 7m c=50KN/m², p=10°, y=18KN/m³ 0=25°, y=20KN/m³ 8 m Gravity wall Figure 3(g) Find the stability of a retaining wall for the following data. (i) Height of Earth retained with level top without surcharge from road level = 3.60m Length of Toe slab = 1.10 m Length of Hill Slab= 3.00 m Total length of Hill Slab= 4.50m Depth of Foundation from road =1.20 (vi) Height of Stem Slab from base to top =4.40m. (vii) Thickness of stem slab at base and that at top=0.40m (viii) Depth of base slab at edge and that at junction of base slab and stem slab= 0.40m (ii) (iii) (iv) Unit weight of backfill= 18 kN/cum Unit weight of R.C.C. = 24 kN/cum (xi) Angle of Repose of Back fill= 30 Degree (xii) Coefficient of friction between wall and soil = 0.60 (xiii) Net safe bearing pressure= 100 kN/m2 (ix)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
- 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 > 4.5mThe 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 MPaFigure Q1 shows two parallel strip footings 3m wide and 5m apart (measured from centre to centre), which transmit a compressive pressure of 200kN/m² and 100KN/m respectively. Determine the increment of total vertical stress at points A and B, located 3m below the ground. 1. q=200 kPa q=100 kPa 3;m 3.m 5 m 3 m A+ B+ Figure Q1