Design of Cantelever Retaining WallLocation 01 Wall B

P1‐Soil PressureSoil Density 18 kN/m3 P2‐SurchargeConcrete Density 24 kN/m3 P3 Saturated Soil PressureConcrete Density 24 kN/m3 P3‐Saturated Soil PressureSurcharge 10 kN/m2 P4‐ Water PressureSaturated Soil Density 22 kN/m3Water Density 10 kN/m3Ka 0.333Soil Height 2.800 mSoil Height 2.800 mWall height 2.800 mGWT height 0.400 mWall Thickness 250 mmCover 40 mmConcrete Grade 30

P4 P3 P2 P1

Base Pressures Forces (Service)

P1 = ka*r soil*h = 16 80 kN/m2 F1 = 0 5*P1*h soil = 23 52 Kn/mP1 = ka*r soil*h = 16.80 kN/m2 F1 = 0.5*P1*h soil = 23.52 Kn/mP2 = ka*r surcharge = 3.33 kN/m2 F2 = P2*h wall = 9.33 Kn/mP3 = Ka*(r sat‐r wat)*Hw = 1.60 kN/m2 F3 = .5*P3*H w = 0.32 Kn/mP4 = r water*Hw = 4.00 kN/m2 F4 = .5*P4*H w = 0.80 Kn/m

Moments (Service)( )

M1 = (Hsoil/3)*F1 = 21.95 Design Moment at base (Service) = 35.16 Knm/mM2 = (H wall/2)*F2 = 13.07 Design Moment at base (Ultimate‐1.4*Service) = 49.23 Knm/mM3 = (H w/3)*F3 = 0.04 Design Shear at Base (Service) = 33.97 Kn/mM4 = (H w/3)*F4 = 0.11 Design Shear at Base (Ultimate) = 47.56 Kn/m

R/F Design of Cantelever Wall10 Hor Deflection Check

Case 01‐ (For Main Bar) Actual Span/d = 13.86M ultimate = 49.230 16 Ver Basic Span/d= 7.00M/bd2 1 207 F 92 12M/bd2 = 1.207 Fs= 92.12K = 0.040 MF Tension = 2.07

Select MF Tension= 2.00Compression R/F Not required

d = 202 mm 100As'/bd = 0.00100As/bd = 0.319 MF Compression= 1.00100As/bd 0.319 MF Compression 1.00As nominal = 262.600 mm2/mAs Req = 644.380 mm2/m Allowable Span/d= 14.00As Pro = 2011.000 mm2/m Hence OK

Hence Provide T16 @100 VerT10 @ 250 Hor

Shear Check

Base Shear (Ultimate)= 47 558Base Shear (Ultimate)= 47.558v = 0.235.8*(fcu)^.5 = 4.38Hence OK‐Design Shear less than allowable

100As/bd = 0.996/400/d = 1.980Vc = 0.796No Shear R/F required