Excel program to design a wall footing using the code provisions of NSCP 2010Full description
secant pile wall
Full description
Full description
ASDFG
Descripción: Shear Wall Design Note
retainFull description
Basement wall design to BS8110
Full description
Design of RCC Retaining WallFull description
desin of firewallFull description
Descripción: gabion
Design of shear wall as per ACi method
Full description
Design of shear walls
Excel formula for designing retaining wall. soil engineering.
DESIGN OF FOUNDATION FOR COLUMN OF COMPOUND WALL (CITY PLOT)
C/L of footing C/L OF FOOTING
810
2200
290
2200
Axial Load form staad =71 kN Moment
= 41kNm
footing at depth of 1.4m below NGL
C/C dist b/w column center line & footing center line = 0.29m Weight of soil above Foundation =2.2x2.2x1x18 (1m depth of soil above foundation) = 87.12 kN Weight of Foundation = 2.2x2.2x.4x25=48.4kN Total Axial load =71+87.12+48.4
= 206.62 KN
Additional moment due to Eccentricity
= 71X0.29=21kNm
Total moment = 41+21=61 kNm Eccentricity of loading (e) =
Check for one way shear Base pressure at dist of d from face of column=8.92+(0.805x67.58/2.2)=33.65kN/m2 Shear force at a dist d form face of column 810
225
352
805
233
Max S.F =33.65 x0.805+0.5x(76.5-33.65)x0.805=44.4kN TV=
44 .4 X 10 3 =0.13x1.5=0.19 1000 X 340
Ast provided =
Pt =
3.14 1000 =565.2mm² x122 x 4 200
565.2 x100 =0.16% 1000x340
Tc= 0.29; TV< Tc hence safe Check for 2 – way shear Ast a dist d/2 form face of column 790
Axial load from staad = 70 kN ( Excluding soil weight and weight of footing) 70 KN will act at centre of column Weight of soil =2.2x2.2x1x18 =87.12 kN will out at centre of footing Weight of footing =2.2x2.2x25 = 121 kN will out at centre of footing Total dead weight = 121+87.12+70 =278.12 = 279 kN Normal due to wind load from staad =41kNm Normal due to Earth Pressure =8.316x1.4x0.5x⅓x(1.4) =2.45kNm
ᵤ(coeff of friction)=0.45 considered for coarse grained soil with silt
kNm
Design of 230 thk brick wall for wind load Clear Height of Brick wall = 1.84m Clear Length of Brick wall = 4.9-0.3=4.6m Check for slenderness
Safe as for table 7 IS 1905 K₁ =1.0; considering as permanent structure with design life 50 years K₂= considering class A & category 2=1 K₃ =Topography factor taken as 1 Design wind speed =50x1x1x1=50m/s P₂=0.6x50²=1.5KN/M² Force co-eff as per table 24-IS-875-part 3 for b/h=
=2.5 &one edge on ground is 1.2
Panel load on wall =1.5x1.2x1.84x4.6=15.2 kN U.D.L due to self weight =0.23x1.84x18=7.61 kN/m Compressive strength =
=0.033
Bending moment for H/L =0.4=
as per table 14 IS 1905 -1987
M =Section modulus(Parallel to bed joint) ZH=
kNm
=16.22x10⁶ mm3
Bending strength due to wind (Parallel to bed joint) =
=0.079
=40.55x10⁶ mm3
Section modulus(Perpendicular to bed joint) ZL=
Bending strength due to wind (Perpendicular to bed joint) =
=0.0318
Now, Max comp stress (Parallel to bed joint)
=0.079+0.033 =0.112 N/mm²
For M1 grade Masonry with C.M Proportion 1:5 (corresponding to masonry strength of 5 N/mm²) Max Comp stress as per table 8 is 0.5 N/mm² 0.112<0.5 N/mm² (safe) Max tensile stress (Parallel to bed joint)
=0.079-0.033 =0.046<0.14(safe) As per cl 5.4.2 IS 1905