Masonry Retaining Wall Design 2d1y6q

Mass Masonary Retaining Wall The design of brick masonary retaining walls- The Brick Development Association USA 1991 Project: Mass masonary solution for 10 feet retained height at DHA House

Soil Density Bearing Capacity Brick permissible compressive Strength Brick permissible tensile strength

p Q fc fy

115 2.204 400 15.9478

pcf kips/sft psi psi

1842.58 105.57 2.76 0.11

Retained height Lateral Active earth pressure Coefficient Lateral earth pressure on wall Larteral Load Overturning moment

h a P F M

10 0.33 379.5 1897.5 6325

feet psf lbs/ft lb-ft

3.05 0.33 18.1815 27.7089 28.1526

Thickness needed Thickness to be provided

t

39.2544 inch 36 inch

1.00 0.91

Applied Shear Shear Stress

V

1897.5 lbs 632.5

27.71 0.03

shear stress value smaller than 0.1 N/mm2, hence ok

Base Design Trying a 150mm into 1005mm base Base should be sufficient enough to accommodate overturnng The resultant eccentricity should be minimum and should lie with in centre one third of foundation The base should be thick enough so that concrete only caters for shear and base flexure stresses

Kg/m3 KN/m2 N/mm2 N/mm2

meter KN/m2 KN/m KN-m m m KN N/mm2

1 N/mm2, hence ok

foundation re stresses

Cavity Masonary Retaining Wall The design of brick masonary retaining walls- The Brick Development Association USA 1991 Project: Mass masonary solution for 10 feet retained height at DHA House Soil assumed is cohesionless sand with angle of friction 30 o

Soil Density Bearing Capacity Brick permissible compressive Strength Steel yield strength

p Q fc fy

115 2.204 400 60000

pcf ksf psi psi

1842.58 105.57 2.76 420.00

Kg/m3 KN/m2 N/mm2 N/mm2

Load Analysis: Retained height Lateral Active earth pressure Coefficient Lateral earth pressure on wall Larteral Load Overturning Moment

h a P F M

10 0.33 379.5 1897.5 6325

ft

3.05 0.33 18.1815 27.7089 28.1526

meter

For crushing strength of less than 14MPA from table 5 Effective Depth needed Concrete Cavity thickness Cover necessary for bar Brick wall thickness to be provided on compression face Brickwall provided Total effective depth Total wall width Area of steel needed use 10mm bar spacing

psf plf plf

KN/m2 KN/m KN-m

Q 0.155 a 0.932 d eff needed.

426.18 mm 100.00 mm 40.00 mm t 366.18 mm t provided 342.90 mm d eff. Provided 402.90 mm t total 442.90 mm As 168.76 mm2/m As one 78.50 m 465.17 mm Providing 10 mm bar @ 300mm c/c

permissible shear stress Applied shear stress

0.10 N/mm2 0.06 N/mm2 shear ok

Base design Assume base depth base width Resistance to sliding Check for overturning Check for sliding Check eccentricity

300.00 mm 1000.00 mm uR