Design of RCC Wing Wall



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NPPCILWAPC OS DESIGN OF RETAINING WALL OF CROSS REGULATOR 0 Safe bearing capacity of soil = qb = 125.60 m =h Grade of reinforcement Density of concrete = 3.9 m = 415 N/mm2 = 25 kN/ m3 = Ec = 2.6 kN/m2 = KaQs = 3.0 kN/m2 Surcharge load = Qs = 10.0 kN/m2 Co-efficient of friction =  Total height of retaining wall =H = 4.0 kN/m3 Angle of internal friction of soil =φ = 30.60E + 04 N/mm2 Calculation for lateral forces/moments Co-efficient of active earth pressure = Ka = 31 Lateral pressure due to earth = p1 = Kas H P1 Lateral pressure due to surcharge = p2 (DBM-3.4.Design of RCC Wing Wall (Retaining Wall) of X-Regulator 1.2) = 26.6.00 m = 0. Design Data Unit weight of soil = γ = 19. = 0.60 m = 25 N/mm2 = fy = c = 2.2 m =C =t = 0.51m Depth of base slab below ground level = D Width of base slab =B Width of heel Thickness of stem Thickness of base slab Grade of concrete = fcu Elastic modulus of concrete 3.10 kN/m2 . m 326.50 O. CHECK FOR OVERTURNING Total induced moment at base = M Total restoring moment at base = MR Factor of safety against overturning = 121.20 MR Moment about ‘T’ 52.05 kN.53 kN.80 O.90 1. Of CG 1 2 3 Total W1 W2 W3 W 58.90 kN Horizontal force due to surcharge = p2 = 13.m 4.8 kN.5 KN = 3.23 KN Horizontal frictional resistance = WR = 153. No.14 KN Restoring force = WHR = 153.58 kN.9 kN.K 6.0 148.m 76.m 456.5 kN.88 KN Total vertical restoring force = WR = 255.6 255. Load due to Magnitude (kN) Dist.7 48.m 5.8 kN. Restoring forces/Moment Calculation Sl.Horizontal force due to earth pressure = P1 = 59.2 0. CHECK FOR SLIDING Total horizontal force =P = 73.60 2.m Total induced moment at base =M = 121.88 kN Moment of earth pressure about toe = M1 = 90.K 7.14 KN (Passive resistance of soil above Toe slab is not considered conservatively) Factor of safety against sliding = WHR/P = 2.98 kN Total horizontal force =P = 73.m Moment of surcharge pressure about toe = M2 = 31.75>1.07 >1. CHECK FOR BEARING PRESSURE Distance of the point of application of the Resultant force from "A" = Z = MR –M/SUM(V) .6 KN = 456. = 1.1 FOR VERTICAL STEM BM due to Earth pressure (p1) = M1 = 90.8E+10 mm 2 Horizontal forces due to earth pressure = P1 = 59901. CHECK FOR DEFLECTION (STEM) Deflection due to earth pressure = axmax.0 N Horizontal deflection due to p1 = ax1 = 0.1 KN/m BM due to surcharge pressure (p2) = M2 = 31.78mm Horizontal deflection due to p2 = ax2 = 0. = p1H3/15ECl Deflection due to surcharge pressure = axmax.6 KN/m Total maximum shear forces = FS = P1+P2 .29 m <B/6 No Tension Gross bearing capacity of soil at the foundation level = qs (gross) = 142.13mm<18.04mm 9.1 KN/m2 therefore the extreme pressure =f = (w){(1+6e/B)}/B Maximum soil pressure = f1 = 122.6 N Horizontal forces due to surcharge = p2 = 13981. CALCULATION OF DESIGN FORCES /MOMENTS 9.70 KN/m2 8.31 m The eccentricity B/2 = 1.34mm Total Horizontal maximum deflection = axmax.5 KN/m Total maximum moment = Ms = 121.53 e = B/2-Z = 0. = 1.82 KN/m2 Minimum soil pressure = f2 = 36. = p2H3/8ECl Moment of inertia of 1 m wide wall =I = 1.60 B/6 = 0. 0KN c/2 = 30. BM(kn-m) 121. ABSTRACT DESIGN VALUES (SERVICE) Component stem Heel slab Thickness (mm) 600 600 Max.3 KN/m Shear due to soil over heel slab = Fh1 = W3 Shear due to surcharge = Fh2 = p2 Shear due to self weight = Fh3 = (c*e* γ ¿ Shear due to upward earth pressure = Fh4 = 127. S.2 FOR HEEL SLAB Moment due top soil over heel slab = Mh1 = w3c/2 = 148.0 KN 10.9 KN 9.2 KN Total design shear force for heel slab = Fh = 65.F.3 KN/m Net moment for heel slab = Mh = 89.6 89.3 Max.= 73.3 KN = 148.6 KN = 14.0KN/m Moment due to upward soil pressure = Mh4 = 109.6 KN/m Moment due top surcharge pressure = Mh2 = Qs*c2/2 = 20.9 65.(kn) 73.3 .0KN/m Moment due to self weight of toe slab = Mh3 = (C*H* γ ¿∗C /2 =30.
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