7/30/2019 2_foundation Master_gable Column(Baxi Gable)

1/2

Foundation Design for AZAD MOTORS Page: 1 of 2

1.0 FOUNDATION DESIGN FOR GABLE COLUMNS OF 120 X 43 X6.5gable column

4.309 x 4.309

0.500 x 0.350 0.300

20o

2.50 2.000

0.500 0.200

2.000 x 2.000

FIG. 1.

1.1 INPUT DATA D+W D+L

Total dead load on foundation t = 1.482 2.450Maximum Bending Moment at Top of foundation along X-axis t-m = 0.000 0.000

Maximum Bending Moment at Top of foundation along Y-axis t-m = 9.030 2.554

Maximum horizontal Force along x-AXIS t = 1.200 0.294

Maximum horizontal Forcealong Y-axis t = 0.000 0.000

Maximum Compressive force on main leg t = 20.825 2.450

Maximum Tensile force on main leg t = 0.000 0.000

1.2 PROPOSED SIZE OF FOUNDATION

Total height of foundation m = 2.500 2.500

Height of foundation above ground level m = 0.300 0.300

Side of pedestal PLx m = 0.500 0.500

Ply m = 0.350 0.350

Thickness of base slab at end m = 0.200 0.200

Maximum thickness of base slab m = 0.500 0.500

Length of foundation along X-axis m = 2.000 2.000

Length of foundation along Y-axis m = 2.000 2.000

Angle of reposeo

= 30 30

Net Bearing capacity of soil (Assumed) t/m2

= 12.2 12.2

Depth at which bearing pressure is considered m = 15.000 15

Density of soil t/m3

= 1.76 1.76

Density of concrete t/m3

= 2.4 2.4

1.3 CHECK FOR OVERTURNING

Total BM along X-axis = 0.000 + 1.200 x 2.500 t-m = 3 0.735

Total BM along Y-axis = 9.030 + 0.000 x 2.500 t-m = 9.03 2.554

To resist the structure against overturning soil frutum formed from the edge of slab at an

angle off (Angle of repose), half the frutum so formed will resist the overturning

Side of soil frustum at bottom along conductor m = 2.000 2.000

Side of soil frustum at bottom across conductor m = 2.000 2.000

Side of soil frustum at top along conductor

= 2.000 + 2 x{ 2.000 x tan ( 30 )} m = 4.309 4.309

Side of soil frustum at top across conductor

= 2.000 + 2 x{ 2.000 x tan ( 30 )} m = 4.309 4.309

Area of frustum at bottom A1 = 2.000 x 2.000 m2

= 4 4

Area of frustum at top A2 = 4.309 x 4.309 m2

= 18.5709376 18.5709376

Height of frustum h m = 2.000 2.000

Volume of frustum = h x( A1 + A2 + sqrt(A1 x A2 )} / 3

= 2.000 x( 4 + 18.57094 + 8.618802 )/ 3 cum = 20.7931599 20.7931599

Volume of half frustum = 20.79316 / 2 cum = 10.3965799 10.3965799

Weight of half frustum = 10.39658 x 1.76 t = 18.2979807 18.2979807

Resisting moment = 18.29798 x 2.000 / 2 t-m = 18.2979807 18.2979807

Overturning moment along x-axis due to soil frustum t-m = 3 0.735

Factor of safety = 18.29798 / 3 = 6.09932689 24.8952118Permissible factor of safet = 1.5 1.5

Hence OK Hence OK

Resisting moment = 18.29798 x 2.000 / 2 t-m = 18.2979807 18.2979807

Overturning moment along y-axis t-m = 9.030 2.554

Factor of safety = 18.29798 / 9.03 = 2.02635445 7.16444036

Permissible factor of safet = 1.5 1.5

Hence OK Hence OK

1.4 CHECKING FOR SOIL PRESSURE

Dead load of Base slab = 2.000 x 2.000 x 0.200 x 2.4 t = 1.920 1.920

Dead load of Trap. Slab = 0.300 x( 4 + 0.7225 + 1.7 )/ 3 x 2.4 t = 1.541 1.260

Dead load of pedestals = 1 x 0.500 x 0.350 x 2.0 x 2.4 t = 0.840 4.800

Dead load of soil =( 2.000 x 2.000 - 4 x 0.500 x 0.350 )x 1.70 x 1.76 = 9.874 8.976

Total dead load on foundation = 1.920 + 1.541 + 0.840 + 9.874 t = 14.175 16.956

Load from columns t = 1.482 2.45

Total vertical load = 14.175 + 1.482 t = 15.657 19.406Max. B. M. at base along x-axis t-m = 0.000 0.000

Max. B. M. at base along y-axis t-m = 9.030 2.554

Area of base = 2.000 x 2.000 m2

= 4.000 4.000

Modulus of section Zxx = 2.000 x 2.000 x 2.000 / 6 m3

= 1.33333333 1.33333333

Modulus of section Zyy = 2.000 x 2.000 x 2.000 / 6 m3

= 1.33333333 1.33333333

Pressure due to direct load = 15.657 / 4.000 t/m2

= 3.914 4.852

Pressure due to B.M. Mxx = 0.000 / 1.333333 t/m2

= 0.000 0.000

Pressure due to B.M. Myy = 9.030 / 1.333333 t/m2

= 6.773 1.916

Maximum bearing pressure = 3.914 + 0.000 + 6.773 t/m2

= 10.687 6.767

Pressure due to earth surcharge = 1.76 x( 2.20 - 15 ) t/m2

= -22.528 #VALUE!

Net soil pressure = 10.687 - -22.528 t/m2

= 33.215 #VALUE!

Net bearing capacity of soil t/m2

= 11 11

Unsafe #VALUE!1.5 DESIGN OF BASE SLAB

Neglecting soil pressure, net pressure t/m2

= 33.215 #VALUE!

Consider width of foundation m = 1 1

Upward load = 33.215 x 1 t/m = 33.21475 #VALUE!

Cantilever along X-axis =( 2.000 - 0.850 )/ 2 m = 0.575 0.75

Cantilever across Y-axis =( 2.000 - 0.350 )/ 2 m = 0.825 0.75

Maximum b.m. along x-axis = w l l / 2

= 33.21475 x 0.575 x 0.575 / 2 t-m = 5.49081336 #VALUE!

Maximum b.m. along y-axis = 33.21475 x 0.825 x 0.825 / 2 t-m = 11.3033946 #VALUE!

Maximum of above two t-m = 11.3033946 #VALUE!

kg-m = 11303.3946 #VALUE!

Main Column

File: 144402682.xls.ms_office - Sheet: FOUND-Col Status: 5/9/2013

7/30/2019 2_foundation Master_gable Column(Baxi Gable)

2/2

Foundation Design for AZAD MOTORS Page: 2 of 2

1.51 Concrete Strength

Grade of concrete = M- 20

Grade of steel = Fe- 415

Here c = 66.66667 kg/cm2

t = 2300 kg/cm2

m = 14

n1 = n / d = m c /( m c + t )= 14 x 66.66667 /( 14 x 66.66667 + 2300 )= 0.28866

a1 = 1 - n1 / 3 = 0.90378

q = 0.5 x a1 x n1 x c

= 0.5 x 0.90378 x 0.28866 x 66.66667 = 8.696166 kg/cm2

1.52 CHECKING FOR DEPTH OF SLAB

Effective depth required = Sqrt { BM /( q x B )}

= Sqrt { 11303.39 / 8.696166 x 1 )} cm = 36.05 #VALUE!

Overall depth of slab mm = 500 500

Clear Cover mm = 50 50

Dia of main Reinforcement along x-axis mm = 10 10

Dia of main Reinforcement along y-axis mm = 10 10

Effective depth provided = 500 - 50 - 5 mm = 445 445

cm = 44.5 44.5

d reqd. cm = 36.05 #VALUE!

Hence OK #VALUE!1.53 Reinforcement Design along x-axis

Area of steel reqd. = BM /( a1 x d x t )

= 549081.3 /( 0.90378 x 44.5 x 2300 ) cm2

/ m = 5.94 #VALUE!

Minimum steel reqd = 0.15 %

= 0.15 x 44.5 x 100 / 100 cm2

/ m = 6.675 6.675

Hence area of steel to be provided cm2

/ m = 6.675 #VALUE!

Spacing of 10 mm dia bars = 78.53982 / 6.675 cm c/c = 11.7662646 #VALUE!

mm c/c = 110 #VALUE!

maximum ermissible s acin = 3 x d

= 3 x 445 mm c/c = 1335 1335

So provide 10 mm bars @ 110 mm c/c mm c/c 110 #VALUE!

1.54 Reinforcement Design y-axis

Area of steel reqd. = BM /( a1 x d x t )

= 1130339 /( 0.90378 x 44.5 x 2300 ) cm2 / m = 12.22 #VALUE!Minimum steel reqd = 0.15 %

= 0.15 x 44.5 x 100 / 100 cm2

/ m = 6.675 6.675

Hence area of steel to be provided cm2

/ m = 12.2196364 #VALUE!

Spacing of 10 mm dia bars = 78.53982 / 12.21964 cm c/c = 6.4273448 #VALUE!

mm c/c = 60 #VALUE!

maximum permissible spacing = 3 x d

= 3 x 445 mm c/c = 1335 1335

So provide 10 mm bars @ 60 mm c/c mm c/c 60 #VALUE!

1.6 DESIGN OF PEDESTAL

To accommodate the Anchor bolts & bearing plate, the size of pedestal is decided as 500 x 500

1.61 Check in Compression

Maximum Compressive force on main leg t = 5.206 0.613

Maximum Tensile force on main leg t = 0.000 0.000

Max BM along x-axis t-m = 0.000 0.000Max BM along y-axis t-m = 9.030 2.554

Max compression per leg = 5 / 1 t = 5.21 0.61

Maximum tension per leg = 0 / 1 t = 0.00 0.00

Maximum comp. Stress in pedestal = 5206 /( 50 x 50 ) kg/cm2

= 2.0825 0.245

Permissible Comp. Stress kg/cm2

= 53.3333333 53.3333333

Hence OK Hence OK

1.62 Reinforcement

Minimum area of steel reqd. = 0.8 %

= 0.008 x 50 x 50 cm2

= 20 20

Proposed dia of bars mm = 16 16

No. of bars nos. = 5 10

Area of steel proposed = 5 x 2.01 cm2

= 20.11

Hence OK Hence OK

Considering dia of rings mm = 8 8Spacing of rings (Clause 26.5.3.2 c) 1) i) of IS:456-2000) mm = 500 500

(Clause 26.5.3.2 c) 1) ii) of IS:456-2000) mm = 256 256

(Clause 26.5.3.2 c) 1) iii) of IS:456-2000) mm = 300 300

Adopt spacing of rings mm c/c = 250 250

1.63 Check in Tension

Maximum tension in leg t = 0.000 0.000

Area of reinforcement provided cm2 = 20.11

Actual tensile stress = 0 / kg/cm2

= #VALUE! 0

Permissible tensile stress kg/cm2

= 2300 2300

#VALUE! Hence OK

-x-x-x-x-

Bill of Quantities

Base slab 2.000 x 2.000 x 0.200 Cum = 0.8 0.8

Tapered Slab 2.000 x 2.000 x 0.18 Cum = 0.72 0.72

Pedestals 0.500 x 0.500 x 2.000 x 1 Cum = 0.5 0.5

Cum 2.02 2.02

say Cum 2.5 2.5

Jal Reinforcement Adopt

Bar dia along x-axis mm 10 10 10

Spacing of bars along x-axis 110 #VALUE! #VALUE!

Bar dia along y-ayis mm 10 10 10

Spacing of bars along y-ayis 60 #VALUE! #VALUE!

Pedestals

No. of Main bars 5 10

Dia of main bars mm 16 16

Dia of rings 8 8

Spacing of rings mm 250 250

-x-x-x-x-

File: 144402682.xls.ms_office - Sheet: FOUND-Col Status: 5/9/2013