Isolated sloped footing Spreadsheet

8/10/2019 Isolated sloped footing Spreadsheet

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Story Point Load FX FY FZ MX MY MZ

BASE 21 COMB101 28.52 3.36 3266.73 -26.43 27.188 -0.787

BASE 21 COMB1 42.78 5.04 4900.09 -39.645 40.782 -1.18

BASE 21 COMB2 -13.76 3.12 3880.39 -28.981 -107.821 -1.373

BASE 21 COMB3 34.58 -39.67 3987.69 89.598 32.595 -1.29

BASE 21 COMB4 82.21 4.95 3959.76 -34.451 173.072 -0.516

BASE 21 COMB5 33.86 47.74 3852.46 -153.03 32.656 -0.599

BASE 21 COMB6 -32.17 5.05 3210.2 -28.829 -145.64 -1.267

BASE 21 COMB7 28.26 -48.43 3344.32 119.395 29.88 -1.163

BASE 21 COMB8 87.79 7.34 3309.41 -35.666 205.477 -0.195

BASE 21 COMB9 27.36 60.83 3175.29 -183.89 29.957 -0.299

BASE 21 COMB10 -43.29 2.57 1906.28 -15.93 -157.607 -0.974

BASE 21 COMB11 17.14 -50.91 2040.4 132.294 17.913 -0.871

BASE 21 COMB12 76.66 4.86 2005.49 -22.767 193.51 0.097

BASE 21 COMB13 16.24 58.35 1871.36 -170.991 17.989 -0.007

BASE 21 ENVE MAX 87.79 60.83 4900.09 132.294 205.477 0.097

BASE 21 ENVE MIN -43.29 -50.91 1871.36 -183.89 -157.607 -1.373

BASE 23 COMB101 7.76 -4.12 3753.59 -19.134 14.022 3.78

BASE 23 COMB1 11.65 -6.18 5630.39 -28.701 21.033 5.671

BASE 23 COMB2 -24.53 -5.96 4473.15 -20.08 -98.762 4.58

BASE 23 COMB3 9.67 -46.28 4406.45 97.025 19.268 5.187

BASE 23 COMB4 43.16 -3.92 4535.47 -25.841 132.414 4.493

BASE 23 COMB5 8.96 36.39 4602.17 -142.947 14.385 3.886

BASE 23 COMB6 -36.53 -16.24 3876.03 -8.234 -131.378 3.353

BASE 23 COMB7 6.22 -66.63 3792.66 138.147 16.159 4.111

BASE 23 COMB8 48.08 -13.69 3953.94 -15.436 157.591 3.243

BASE 23 COMB9 5.34 36.7 4037.31 -161.817 10.055 2.485

BASE 23 COMB10 -38.84 -10.26 2310.04 -3.5 -136.621 2.034

BASE 23 COMB11 3.91 -60.64 2226.67 142.881 10.916 2.792BASE 23 COMB12 45.77 -7.7 2387.94 -10.702 152.349 1.924

BASE 23 COMB13 3.03 42.68 2471.31 -157.083 4.812 1.166

BASE 23 ENVE MAX 48.08 42.68 5630.39 142.881 157.591 5.671

BASE 23 ENVE MIN -38.84 -66.63 2226.67 -161.817 -136.621 1.166

BASE 26 COMB101 56.67 2.88 1634.64 -4.827 55.077 -0.495

BASE 26 COMB1 85 4.32 2451.96 -7.24 82.615 -0.742

BASE 26 COMB2 48.34 3.16 1937.93 -5.33 16.36 -0.436

BASE 26 COMB3 67.77 -8.77 1989.08 13.314 65.807 -1.359

BASE 26 COMB4 87.66 3.75 1985.2 -6.254 115.824 -0.751

BASE 26 COMB5 68.23 15.67 1934.06 -24.898 66.377 0.172

BASE 26 COMB6 38.1 2.5 1678.8 -4.514 -0.13 -0.148BASE 26 COMB7 62.39 -12.4 1742.73 18.791 61.679 -1.302

BASE 26 COMB8 87.25 3.24 1737.89 -5.669 124.2 -0.541

BASE 26 COMB9 62.96 18.15 1673.96 -28.974 62.391 0.613

BASE 26 COMB10 13.03 1.35 995.46 -2.477 -24.944 -0.01

BASE 26 COMB11 37.32 -13.55 1059.39 20.828 36.865 -1.164

BASE 26 COMB12 62.18 2.1 1054.55 -3.633 99.386 -0.403

BASE 26 COMB13 37.89 17 990.62 -26.937 37.577 0.75

BASE 26 ENVE MAX 87.66 18.15 2451.96 20.828 124.2 0.75


2/283

BASE 26 ENVE MIN 13.03 -13.55 990.62 -28.974 -24.944 -1.359


3/283


4/283

333 3 3

333 3 3

264 2 7

271 6 2

269 2 12

262 10 2

218 2 10

227 8 2

225 2 14

216 12 2

130 1 11

139 9 1

136 2 13

127 12 1

21 26

383 2 1

383 2 1

304 1 7

299 7 1

308 2 9

313 10 1

263 1 9

258 9 1

269 1 11

274 11 1

157 0 9

151 10 1162 1 10

168 11 0

167 0 6

167 0 6

132 0 1

135 1 4

135 0 8

131 2 5

114 0 0118 1 4

118 0 8

114 2 4

68 0 2

72 1 3

72 0 7

67 2 3


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6/283


7/283

23


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Design of Raft foundation (Normal Load condition-LC101)

5.00

1.50

0.985C/L of footing

2.97 1.985 4.97

0.5

2.50 2.50

Loads V (Ton) MX (T m) MZ (T m)

Column C15 333 3 3

Column C17 167 1 6

Column C17 383 2 1

Total = 500 4 9

Preliminary size Calculation=

Density of concrete = 2.5

Density of soil = 1.6

SBC of soil = 20

Assume footing bottom below GL = 3.00

L (m) x B (m) x D (m)

Assume size = 5.00 x 4.97 x 0.38

Area A = 5.00 x 4.97

Sectional modulus ZL = 4.97 x 5.00 2

ZT = 5.00 x 4.97 ^2

Additional load due to difference in weight of slab & soil =

5.00 x 4.97 x 0.38 x ( 2.50 - 1.60 )

Additional moment due to eccentricity =

Longitudinal moment =COLUMN NO. V

Column C15 333 x 0.000

Column C17 -167 x 0.000

Total

Transverse moment =

COLUMN NO. V

Column C15 333 x 0.985

Column C17 -167 x 1.985

x Lever arm

x Lever arm

C15

C17


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Total

Total vertical load on raft V = 500.0 + 8.5

Total Longitudinal moment on raft ML = 9.0 + 0.0

Total Transverse moment on raft MT = 4.0 + 3.5

Pmax = P / A + ML / ZL + MT / ZT

= ( 508 / 25 ) + ( 9 / 20.7 ) + ( 7

Pmin = P / A - ML / ZL - MT / ZT

= ( 508 / 25 ) - ( 9 / 20.7 ) - ( 7

Over burden pressure = ( 3.00 - 0.38 ) x 1.60

Design calculation: -

Design of Raft Beam : -

Let the load be transferred through beams which are considered similar to inve

Let the beam width be 1000 mm

Ultimate pressure for slab and beam des = 21.26 x 9.81

Depth of beam =

Assume footing depth @ face of beam =

Assume footing depth @ edge =

UDL Load on beam = 300.00 x 5.00

1.50 2.97

1500 kN / m

Reaction @ column C15 = 4983 kN

Reaction @ column C17 = 2472 kN

Bending moment @ outer face of column C15 of 0.75m dia (i.e. 1.9

Shear force @ outer face of column C15 of 0.75m dia (i.e. 1.95 - 0.7

Bending moment @ Inner face of column C15 towards C17 of 0.75

Shear force @ Inner face of column C15 towards C17 of 0.75m dia (i

Beam design is presented in separate sheet.

Design of Raft Slab : -

Column C15 Colum

A B


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Concrete grade : 20 Mpa Consider per metre width of

Steel grade : 415 Mpa Ku = xu lim/d =

Cover to bottom : 65 mm R = Mu lim/fck x b x d2=

Mu lim =

Negative Bending moment at face of beam for per metre width : -

M1= 300 x (2.500 - 1.00 /2)^2 / 2

Thickess of slab at face of beam =

Effective depth = 1536 - 65

Ast required =

Provide 16 # @ 100 c/c

One way shear force is to be checked @ effective depth d from fac

V1 @ deff from face of beam i.e.@ =1.43 m from beam centre

Effective depth = 1000 - 65

Shear stress v = ( 322 x 1000 )

Shear strength of concrete c = 0.85 x sqrt(0.8 x fck) x sqrt(1

Distribution steel : -

Minimum reinforcement = 0.12 % of total cro

Provide 12 # @ 100 c/c

Two way shear check (Punching shear check) : -

The column C15 can punch through footing only if it shears against the depth of beam alon

The critical section for two-way shear is taken at distance db/2 (i.e. 1600 / 2 mm) from face

at a distance half the effective depth of slab i.e. (ds/2 i.e. 380 / 2 mm) on other side. The fo

ds/2 ds/2

1.95 db/2 Failure plane for two way shear

db/2 C/L of footing

2.97 5.82

C15


11/283

0.9

Dia of column C15 = 0.75 m

Equivalent square for column C15 (b) = 0.665 m

D = Width of column b = Width of bea =

db= 1600 - 65 - 1.50 x 20 =

ds= 380 - 65 - 0.50 x 16 =

Area resisting two - way shear =

= 2 x (b x db + ds/2 x ds + ds/2 x ds) + 2 x (D + db) ds

=

=

Design shear = Column load - soil pressure x area at critical section

Area at critical sect = (b + ds/2 + ds/2) x (D + db/2 + db/2)=

Design shear = 3330 - ( 300 x 2.836 ) =

Desigh shear stress = ( 2479 x 1000 ) / ( 2.836 x 10 6 ) =

Permissible punching shear stress = 0.25 x sqrt (fck) =

Cost of Raft Slab : -

Concrete quantity : -

Quantity of raft slab = 1 x 1 x 5.00 x 4.97

Quantity of raft beam = 1 x 2 x 5.00 x 1.00

Steel quantity : -Raft slab reinforcement:

Nos. of steel in tansverse direction (Top) = 16 # @

Nos. of steel in tansverse direction (Bottom)= 16 # @

Nos. of steel in Longitudinal direction (Top) = 12 # @

Nos. of steel in Longitudinal direction (Bot)= 12 # @

Raft Beam reinforcement:

Nos. of steel in Longitudinal direction (Top) = #REF!

Nos. of steel in Longitudinal direction (Top) = #REF!

Nos. of steel in Longitudinal direction (Bot)= 16 #

Stirrups: - Outer ring 1 x 1 2 Legs 10 #

Inner ring 1 x 3 2 Legs 10 #

Outer ring 1 x 1 2 Legs 10 #



C17


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Unit weight of steel : -

Bar Dia (mm) 6 8 10 12

Unit wt (kg/m) 0.22 0.39 0.62 0.89

Total quantity =

Individual footing if possible : - (At present, lift dimesion are considered which i

L (m) B (m) D (m) d (m)

Column No. C15 4 3.7 1.6 0.38

Column No. C16 2.5 2.35 0.9 0.23

Column No. C17 3.8 1.8 0.8

Column No. C18 2.5 2.35 0.65 0.23

Lift 4 4.7 0.3

Footing size (m) Depth (m)


13/283

328.005

331.495

600 450

600 300

T/m2

T/m2

T/m2

m

= 24.850 m2

/ 6 = 20.708 m3

/ 6 = 20.584 m3

= 8.499 T

= 0.0

= 0.0

= 0.0

= 328.0

= -331.5

Section (B x D)


14/283

= -3.5

= 508.5 T

= 9.0 T m

= 7.5 T m

/ 20.6 ) = 21.26 T/m2 Revise found 1.06

/ 20.6 ) = 19.66 T/m2

Safe

= 4.19 T/m2

rted slab - beam design.

x 1.50 = 312.86 kN/m2

= 300.00 kN/m2

(Consider maximum)

= 1600 mm

= 1600 mm

= 380 mm

= 1500 kN / m

1.00

0.927 20.5

1.6

1.54

1.000

0.38

5.00

- 0.75/2 = 1.575m) @ Sec A= 1835 kN m

5/2 = 1.575m) @ Sec A= 2292 kN

dia (i.e. 0.75/2 = 0.375m) @ Sec B= 1816 kN m

.e. 0.75/2 = 0.375m) @ Sec B= 2348 kN

n C17


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slab= 1000 mm

700 / (1100 +0.87 fy)= 0.48

0.36 x fck x ku x (1 - 0.416 ku) = 0.138

R x fck x b x d2

= 5909 KN m

= 600 kN m

= 1.536 m

- ( 0.5 x 16 ) = 1463 mm

= 1156 mm2

in 1000 mm width = 2011 mm2

Safe

of beam : -

300 x (2.500 - 1.00 / 2 - 0.927 ) = 322 kN

- ( 0.5 x 16 ) = 927 mm

/ ( 1000 x 927 ) = 0.35 N / mm2

5-1) / 6where = 0.8fck/6.89Pt = 0.34 N / mm2

Shear Rein

s section area = 1149 mm2

in 1000 mm width = 1131 mm2

Unsafe

g its two opposite edges, and along the depth of slab on the remaining two edges.

of column and on other side i.e. from face of beam, the critical section will be taken

oting depth @ face of beam is 1600mm and @ edge 380mm, consider min i.e. 380mm).


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1000 mm

1505 mm

307 mm

4123897 mm2

4.124 m2

2.836 m2

2479 kN

0.874 N / mm

2

1.118 N / mm2

Safe

x 0.38 = 9.44 m3

x ( 1.60 - 0.38 ) = 12.20 m3

21.64 m3

100 c/c in Length 5.000 m Giving total Nos. of 50 Bar Length =

#REF! in Length 5.000 m Giving total Nos. of #REF! Bar Length =



#REF! Bar Length = #REF!

#REF! Bar Length = #REF!

13 Nos. Bar Length = 12.841 m

150 c/c in Length 3.125 m Giving total Nos. of 21 Stirrups Bar Length =






17/283






16 20 25 32

1.58 2.47 3.85 6.17

Concrete = 21.64 m3

4000 Rs/m3

= 86572 Rs.

Steel = #REF! kg 60 Rs/kg = #REF! Rs.

#REF! Rs.

s availabe, however this dimesions are not enough.]

Concrete Steel

quatity (m3) quatity (kg)

16 # 125 16 # 150 13.38 392

12 # 125 12 # 125 3.33 97

12 # 100 16 # 100 5.472 195

12 # 125 12 # 125 3.98 70

12 # 100 12 # 100 5.64 367

31.8 1121.04000 60

127208 67260 194468 Rs.

Short direction Long direction

Reinforcement provided


18/283


19/283


20/283

Pt= 0.14 % 119

10.912

2051.674

Pt= 0.22 % 9.443m

3

3274 kg 2052

71.2 m3

80.06

. Required 4000 Rs / m3

45 Rs / Kg


21/283

5.150 m Giving total wt = 406.9 kg

5.150 m Giving total wt = #REF!



Giving total wt = #REF!

Giving total wt = #REF!

Giving total wt = 263.8 kg







22/283






#REF!

#REF!


23/283

Project Comments:

User AAM Date Time 09:27

Footing Identifier =

Safe Bearing Capacity of Soil = 20 T/m2

Depth of Founding Level below Ground (Df) = 4 m

m

Weight Density of Soil & Backfill togethe = 1.8 T/m3

Load Factor for Limit State Method (LF) = 1.5 Factor

Concrete Grade (Fck) = 20 N/mm2

Steel Grade (fy) = 415 N/mm2

Column Dimensions: E_W (L1) = 0.3 m WidthColumn Dimensions: N_S (B1) = 0.6 m Width

Offset from face of column = 75 mm

Crack width = 0.3 m

LOAD CASES

Case Load (T) Soil over

MZ( @Z ) MX( @X ) Stress Actual /

P M_E-W M_N-S Factor Allowable

I 146 0 1 1 0.85

II 115 0 0 1.25 0.53

III 120 3 0 1.25 0.59

IV 120 0 1 1.25 0.57V 114 3 0 1.25 0.56

VI 110 0 1 1.25 0.51

VII 117 4 0 1.25 0.59

VIII 116 1 2 1.25 0.56

For SBC

Punching

L / B 1.11 Stress (E

Length - L 2.80 M E_W AREA 8.68 m Stress (NS

Width - B 3.10 M N_S Depth (be

Z_NS 4.5 m Reinf. (Be

if (P > Pp) then 'Revise Footing Size' Z_EW 4.1 m Bearing pr

Depth of Footing at Centre 800 mm Depth of Footing at Ed

Eff. Cover to Bott. Reinf. d' 77 mm de=D-d'= 723

Distances from CL of to a) Column Face, b) De from & its Distance from Edge,

Perimeter & Punching Area for Shear ECT,.

E-W N-S perimeter area, Ap

L1 (E-W) 0.3 Xf 0.15 0.3

L (E-W) 2.8 Lf 1.25 1.25

D E S I G N O F I S O L A T E D SLOPED

SOLANKI INDUSTRIES

17-Nov-14

ETABS NO. 10 DWG NO. C1

3.1

0

Moments (T.M)

Section Modulus

Trial Footing Size

For Moment For punching shear

B=


24/283

B1 (N-S) 0.6 Xd 0.873 1.023

B (N-S) 3.1 Ld 0.527 0.527

Lpu=(L1+De) 1.023

Bpu=(B1+De) 1.323 4.692 1.35

Area of footing @ critical section for one way shear

E-W (((0.3+2*723/1000)+2.8)/2*(485.651063829787-230)/1000)+((230-77)/1

N-S (((0.6+2*723/1000)+3.1)/2*(485.651063829787-230)/1000)+((230-77)/1

E-W N-S

a = 0.37 0.43

J = 0.55 0.8

C = 0.5115 0.6615

M_E-W M_N-S

0.791 0.632

0.719862

Overburden Pressure

Df - D = 3.20 IF (foundation depth-D) is


25/283

R = Mu / b * de

- N/mm

Pt (Req)= 0.5*Fck/Fy{[1-(1-4.6*Mu/B*de^2)/Fck]^0.5}*b*de

Pt (Req) Min = 0.12%

Ast - Reinforcement to be required = Pt (req) * A * d

Ast - Reinforcement Provided

Pt (Provided) @ Efffective depth d from face of column

Allowable Shear Stress (t/m2) =0.85*sqrt(0.8*Fck)*(sqrt(1+5*b)-1)/6*b

b =0.8 * Fck / 6.89 * pt 7.97 for E_W 9.69 for N_S

Actual Shear stress (t/m2)

Bearing pressure = Pu/bD in t/m2 1.22

Permissible bearing pressure = 0.45 fck (sqrt(A1/A2)) 1.80

A1 = (min of (Lf x Bf or ( b + 4Df )x ( D + 4 Df ) 8680000

A2 = b x D 180000

where sqrt(A1/A2) should not be greater than 2

Footing Size

Pedestal Dimensions: E_W = 0.30 m

Pedestal Dimensions: N_S = 0.60 m

Length - L: E_W = 2.80 m

Width - B: N_S = 3.10 m

Depth = Column face 800 mm

Footing Edge 230 (E_W)

Ast =

1 Excavation 45.64 m3

2 PCC 1.05 m3

3 RCC 3.92 m3 1 Concrete

4 Formwork 2.7 m2 2 Formwork

5 Reinforcement 133 Kgs

Total reinforcement per cft = 133 3.92 35.314 0.96

Long Side

Bottom Reinf.

Quantities

F o o t i n g P e d e s t a


26/283

Z-Axis0.527

0.30

X - Axis

1.023

0.873

2.8 m

(P-max (actual /

- Pob) allowable allowable)

17.01 129.39 20.00 0.85

13.34 25.00 0.53

14.70 25.00 0.59

14.14 25.00 0.5713.93 25.00 0.56

12.86 97.35 25.00 0.51

14.63 102.74 25.00 0.59

13.92 102.48 25.00 0.56

97.35 0.85

hear

) L1 (E-W)= 0.30 m

) B1 (N-S)= 0.60 m

ding)

ding) d eff= 723 d eff/2= 362

essure

e 230 mm

mm

Dcentre= 800

D (for one way shear) D (for Punching shear)

D_os=486 For E-W D_ps=669 For E-W

Dmin= 230 D_os=486 For N-S D_ps=669 For N-S

=

0.5

3

1.

25

F O O T I N G B Y L I M I T S T A T E M E T H O D

EXECUTION

1.25

1.3

2

0.6

0.15

OK

Fdn Size OK

Depth OK

Depth OK

Depth OK

Depth OK

OK

Lf

Ld

Pedge

Pd

P-face Case I

No Tension

Tension AllowedCase II

Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


27/283

L (E-W)= 2.80 m & B (N-S) = 3.10 m

Column offset+2xEffecti

= 1.01 m2

(Area of trapaezoid) Footing base dimension

= 1.13 m2

(Area of trapaezoid)

a = 1-(1/(1+2/3*SQRT(Lpu/Bpu))) 1-(1/(1+2/3*SQRT(Bpu/Lpu)))

J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76

) P-edge=Ptot*(1+6*El/L)

B^2*Xf) P-face=Ptot*(1+12*El/L^2*Xf)

^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)

3+P-face/6-Pob/2}L TM

d)*0.5-Pob}L T/m

P-d M-face V@De Punch.sh P-edge P-face P-d M-face

t/m2 tm t strs t/m2 t/m2 t/m2 t/m2 tm

24.40 40.90 27.59 45.18 24.50 24.40 24.46 37.08

20.74 32.03 21.61 35.54 20.83 20.74 20.79 29.06

21.85 34.87 23.66 37.27 21.46 21.40 21.44 30.46

21.34 33.49 22.60 37.04 21.59 21.35 21.49 30.61

21.08 32.98 22.37 35.30 20.74 20.66 20.70 28.86

20.23 30.80 20.78 34.19 20.35 20.24 20.30 27.99

21.66 34.45 23.42 36.36 21.14 21.06 21.10 29.74

21.02 32.72 22.10 36.07 21.29 21.00 21.17 29.92

40.9 27.59 45.18 37.08

61.3 41.39 67.77 55.62

26.78 26.83

111.80

E - W N - S

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bp

u*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]

W I T H N O T E N S I O N

FOR - M_E-W only FOR - M_N-S only

Depth OK

Depth OK


28/283

0.38 0.38

0.107 0.108

0.12 0.12

2690 2429

2941 2714

0.29 0.24

38.33 .

32.67

Kgs Nos. Dia Spacing (N_S) Kgs Nos. Dia

66 26 12 125 67 24 12

1 m3

6 m2

Depth OK Depth OK

S u m m a r y

Short Side

l

OK


29/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


30/283

e depth

D_os

D min

V@De

t

25.03

19.62

20.56

20.69

19.49

18.90

20.08

20.23

25.03

37.54

12]+


31/283

35.28

32.81

Spacing

125


32/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I 147 3 0 1 0.82

II 118 2 1 1.25 0.54

III 120 5 0 1.25 0.56

IV 118 2 1 1.25 0.54V 116 0 0 1.25 0.50

VI 110 2 1 1.25 0.50

VII 112 5 0 1.25 0.53

VIII 109 2 1 1.25 0.50

For SBC

Punching











L1 (E-W) 0.3 Xf 0.15 0.3

L (E-W) 2.9 Lf 1.3 1.3


Section Modulus

Trial Footing Size

Moments (T.M)


SOLANKI INDUSTRIES

17-Nov-14


3.2

0

B=


33/283

B1 (N-S) 0.6 Xd 0.873 1.023

B (N-S) 3.2 Ld 0.577 0.577

Lpu=(L1+De) 1.023

Bpu=(B1+De) 1.323 4.692 1.35


E-W (((0.3+2*723/1000)+2.9)/2*(498.481632653061-230)/1000)+((230-77)/1

N-S (((0.6+2*723/1000)+3.2)/2*(498.481632653061-230)/1000)+((230-77)/1

E-W N-S

a = 0.37 0.43

J = 0.56 0.81

C = 0.5115 0.6615

M_E-W M_N-S

0.777 0.625

0.699272

Overburden Pressure



34/283

R = Mu / b * de

- N/mm












A2 = b x D 180000


Footing Size




Width - B: N_S = 3.20 m



Ast =


2 PCC 1.12 m3





Long Side

Bottom Reinf.

Quantities



35/283

Z-Axis0.577

0.30

X - Axis

1.023

0.873

2.9 m

(P-max (actual /


16.50 130.77 20.00 0.82

13.41 25.00 0.54

13.97 25.00 0.56

13.41 25.00 0.5412.59 25.00 0.50

12.46 97.11 25.00 0.50

13.16 98.40 25.00 0.53

12.46 96.80 25.00 0.50

96.80 0.82

hear

) L1 (E-W)= 0.30 m

) B1 (N-S)= 0.60 m

ding)


essure

e 230 mm

mm

Dcentre= 800




OK

Depth OK

Depth OK

OK

Fdn Size OK

Depth OK

Depth OK

=

0.5

8

0.15

1.

30


EXECUTION

1.3

1.3

2

0.6

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


36/283

L (E-W)= 2.90 m & B (N-S) = 3.20 m


= 1.07 m2


= 1.19 m2



J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



23.76 44.09 30.22 45.58 23.39 23.39 23.39 38.90

20.51 35.27 24.17 36.64 20.45 20.27 20.37 31.55

21.04 36.85 25.36 37.12 20.41 20.40 20.41 31.60

20.51 35.27 24.18 36.56 20.41 20.24 20.33 31.45

20.07 33.97 23.21 36.08 20.03 20.03 20.03 30.67

19.54 32.63 22.35 34.09 19.61 19.38 19.50 29.44

20.20 34.61 23.84 34.69 19.56 19.54 19.55 29.51

19.54 32.63 22.36 33.99 19.55 19.34 19.45 29.32

44.1 30.22 45.58 38.90

66.1 45.33 68.37 58.36

27.36 27.00

111.80

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bp

u*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

Depth OK


E - W N - S


37/283

0.40 0.38

0.112 0.109

0.12 0.12

2776 2516

3054 2827

0.29 0.24

38.04 .

33.61


71 27 12 125 72 25 12

1 m3

6 m2

Short Side

l

S u m m a r y

Depth OK Depth OK

OK


38/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


39/283

e depth

D_os

D min

V@De

t

26.57

21.58

21.58

21.51

20.94

20.15

20.15

20.06

26.57

39.85

12]+


40/283

35.10

32.60

Spacing

125


41/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 142 1 0 1 0.84

II 114 1 1 1.25 0.54

III 117 2 0 1.25 0.56

IV 114 1 1 1.25 0.54V 110 4 0 1.25 0.55

VI 102 1 1 1.25 0.49

VII 106 3 0 1.25 0.51

VIII 102 1 1 1.25 0.49

For SBC

Punching











L1 (E-W) 0.3 Xf 0.15 0.3

L (E-W) 2.8 Lf 1.25 1.25


Section Modulus

Trial Footing Size

Moments (T.M)


SOLANKI INDUSTRIES

17-Nov-14


3.1

0

B=


42/283

B1 (N-S) 0.6 Xd 0.873 1.023

B (N-S) 3.1 Ld 0.527 0.527

Lpu=(L1+De) 1.023

Bpu=(B1+De) 1.323 4.692 1.35


E-W (((0.3+2*723/1000)+2.8)/2*(485.651063829787-230)/1000)+((230-77)/1

N-S (((0.6+2*723/1000)+3.1)/2*(485.651063829787-230)/1000)+((230-77)/1

E-W N-S

a = 0.37 0.43

J = 0.55 0.8

C = 0.5115 0.6615

M_E-W M_N-S

0.791 0.632

0.719862

Overburden Pressure



43/283

R = Mu / b * de

- N/mm












A2 = b x D 180000


Footing Size




Width - B: N_S = 3.10 m



Ast =


2 PCC 1.05 m3





Long Side

Bottom Reinf.

Quantities



44/283

Z-Axis0.527

0.30

X - Axis

1.023

0.873

2.8 m

(P-max (actual /


16.72 125.38 20.00 0.84

13.61 25.00 0.54

13.94 25.00 0.56

13.60 25.00 0.5413.71 25.00 0.55

12.27 89.35 25.00 0.49

12.85 93.09 25.00 0.51

12.25 89.47 25.00 0.49

89.35 0.84

hear

) L1 (E-W)= 0.30 m

) B1 (N-S)= 0.60 m

ding)


essure

e 230 mm

mm

Dcentre= 800




OK

Depth OK

Depth OK

OK

Fdn Size OK

Depth OK

Depth OK

=

0.5

3

0.15

1.

25


EXECUTION

1.25

1.3

2

0.6

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


45/283

L (E-W)= 2.80 m & B (N-S) = 3.10 m


= 1.01 m2


= 1.13 m2



J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



24.10 40.23 27.20 43.87 23.89 23.89 23.89 35.82

20.79 32.20 21.77 35.23 20.84 20.65 20.76 29.01

21.28 33.42 22.63 36.28 21.01 21.01 21.01 29.52

20.78 32.16 21.74 35.25 20.86 20.66 20.77 29.04

20.84 32.45 22.06 34.21 20.24 20.22 20.23 27.82

19.40 28.83 19.50 31.58 19.51 19.28 19.41 26.07

20.12 30.65 20.79 32.89 19.73 19.72 19.73 26.71

19.38 28.78 19.45 31.61 19.54 19.29 19.44 26.12

40.2 27.20 43.87 35.82

60.3 40.79 65.81 53.73

26.56 26.37

111.80

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bp

u*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

Depth OK


E - W N - S


46/283

0.37 0.37

0.105 0.104

0.12 0.12

2690 2429

2941 2714

0.29 0.24

38.33 .

32.20


66 26 12 125 67 24 12

1 m3

6 m2

Short Side

l

S u m m a r y

Depth OK Depth OK

OK


47/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


48/283

e depth

D_os

D min

V@De

t

24.16

19.60

19.92

19.63

18.77

17.63

18.02

17.66

24.16

36.24

12]+


49/283

35.28

31.68

Spacing

125


50/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 109 3 0 1 0.82

II 87 2 1 1.25 0.54

III 88 5 0 1.25 0.57

IV 87 2 1 1.25 0.54V 86 0 0 1.25 0.49

VI 82 2 1 1.25 0.50

VII 83 5 0 1.25 0.54

VIII 82 2 1 1.25 0.50

For SBC

Punching


Length - L 2.50 M E_W AREA 7 m Stress (NS









L1 (E-W) 0.3 Xf 0.15 0.3

L (E-W) 2.5 Lf 1.1 1.1


Section Modulus

Trial Footing Size

Moments (T.M)


SOLANKI INDUSTRIES

17-Nov-14

ETABS NO. 13, 14 & 15 DWG NO. C4, C5 & C6

2.8

0

B=


51/283

B1 (N-S) 0.6 Xd 0.773 0.923

B (N-S) 2.8 Ld 0.477 0.477

Lpu=(L1+De) 0.923

Bpu=(B1+De) 1.223 4.292 1.13


E-W (((0.3+2*623/1000)+2.5)/2*(448.721951219512-230)/1000)+((230-77)/1

N-S (((0.6+2*623/1000)+2.8)/2*(448.721951219512-230)/1000)+((230-77)/1

E-W N-S

a = 0.37 0.43

J = 0.36 0.55

C = 0.4615 0.6115

M_E-W M_N-S

1.209 0.92

1.520853

Overburden Pressure



52/283

R = Mu / b * de

- N/mm












A2 = b x D 180000


Footing Size




Width - B: N_S = 2.80 m



Ast =


2 PCC 0.87 m3





Long Side

Bottom Reinf.

Quantities



53/283

Z-Axis0.477

0.30

X - Axis

0.923

0.773

2.5 m

(P-max (actual /


16.44 92.29 20.00 0.82

13.48 25.00 0.54

14.18 25.00 0.57

13.47 25.00 0.5412.36 25.00 0.49

12.61 68.98 25.00 0.50

13.49 69.76 25.00 0.54

12.62 68.99 25.00 0.50

68.98 0.82

hear

) L1 (E-W)= 0.30 m

) B1 (N-S)= 0.60 m

ding)


essure

e 230 mm

mm

Dcentre= 700




OK

Depth OK

Depth OK

OK

Fdn Size OK

Depth OK

Depth OK

=

0.4

8

0.15

1.

10


EXECUTION

1.1

1.2

2

0.6

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


54/283


55/283

0.38 0.36

0.107 0.103

0.12 0.12

2093 1869

2714 2375

0.33 0.25

40.34 .

31.30


54 24 12 125 53 21 12

1 m3

6 m2

Short Side

l

S u m m a r y

Depth OK Depth OK

OK


56/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


57/283

e depth

D_os

D min

V@De

t

18.52

15.14

15.06

15.14

14.61

14.30

14.20

14.31

18.52

27.78

12]+


58/283

36.14

29.90

Spacing

125


59/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 89 1 0 1 0.83

II 71 1 1 1.25 0.55

III 73 3 0 1.25 0.59

IV 72 1 1 1.25 0.55V 70 2 0 1.25 0.54

VI 65 0 1 1.25 0.50

VII 67 3 0 1.25 0.55

VIII 66 0 1 1.25 0.50

For SBC

Punching











L1 (E-W) 0.3 Xf 0.15 0.3

L (E-W) 2.2 Lf 0.95 0.95


Section Modulus

Trial Footing Size

Moments (T.M)


SOLANKI INDUSTRIES

17-Nov-14


2.5

0

B=


60/283

B1 (N-S) 0.6 Xd 0.673 0.823

B (N-S) 2.5 Ld 0.427 0.427

Lpu=(L1+De) 0.823

Bpu=(B1+De) 1.123 3.892 0.92


E-W (((0.3+2*523/1000)+2.2)/2*(410.56-230)/1000)+((230-77)/1000*2.2)

N-S (((0.6+2*523/1000)+2.5)/2*(410.56-230)/1000)+((230-77)/1000*2.5)

E-W N-S

a = 0.36 0.44

J = 0.23 0.36

C = 0.4115 0.5615

M_E-W M_N-S

1.841 1.438

3.462729

Overburden Pressure



61/283

R = Mu / b * de

- N/mm












A2 = b x D 180000


Footing Size




Width - B: N_S = 2.50 m



Ast =


2 PCC 0.70 m3





Long Side

Bottom Reinf.

Quantities



62/283

Z-Axis0.427

0.30

X - Axis

0.823

0.673

2.2 m

(P-max (actual /


16.64 72.68 20.00 0.83

13.77 25.00 0.55

14.74 25.00 0.59

13.76 25.00 0.5513.62 25.00 0.54

12.59 52.81 25.00 0.50

13.82 53.64 25.00 0.55

12.61 53.02 25.00 0.50

52.81 0.83

hear

) L1 (E-W)= 0.30 m

) B1 (N-S)= 0.60 m

ding)


essure

e 230 mm

mm

Dcentre= 600




OK

Depth OK

Depth OK

OK

Fdn Size OK

Depth OK

Depth OK

=

0.4

3

0.15

0.

95


EXECUTION

0.95

1.1

2

0.6

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


63/283

L (E-W)= 2.20 m & B (N-S) = 2.50 m


= 0.66 m2


= 0.76 m2



J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



23.93 18.62 17.66 45.86 23.73 23.71 23.72 16.14

20.65 14.91 14.14 37.34 20.89 20.55 20.74 13.22

21.63 16.15 15.42 38.12 20.75 20.74 20.75 13.18

20.63 14.88 14.11 37.42 20.97 20.59 20.80 13.28

20.70 15.03 14.31 36.64 20.22 20.19 20.20 12.65

19.45 13.54 12.83 34.51 19.91 19.49 19.72 12.21

20.68 15.08 14.43 35.49 19.74 19.73 19.74 12.18

19.43 13.50 12.78 34.61 20.03 19.55 19.81 12.31

18.6 17.66 45.86 16.14

27.9 26.48 68.79 24.21

20.12 19.97

111.80

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bp

u*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

Depth OK


E - W N - S


64/283

0.41 0.40

0.116 0.114

0.12 0.12

1569 1381

2036 1810

0.31 0.24

39.34 .

31.76


36 18 12 150 36 16 12

1 m3

6 m2

Short Side

l

S u m m a r y

Depth OK Depth OK

OK


65/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


66/283

e depth

D_os

D min

V@De

t

15.27

12.54

12.48

12.60

11.97

11.60

11.53

11.70

15.27

22.91

12]+


67/283

35.24

31.22

Spacing

150


68/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 69 0 0 1 0.81

II 58 0 1 1.25 0.57

III 58 3 0 1.25 0.62

IV 53 0 1 1.25 0.50V 52 2 0 1.25 0.55

VI 60 1 2 1.25 0.60

VII 60 4 0 1.25 0.67

VIII 54 0 1 1.25 0.52

For SBC

Punching











L1 (E-W) 0.3 Xf 0.15 0.3

L (E-W) 1.95 Lf 0.825 0.825


Section Modulus

Trial Footing Size

Moments (T.M)


SOLANKI INDUSTRIES

17-Nov-14


2.2

5

B=


69/283


70/283

R = Mu / b * de

- N/mm












A2 = b x D 180000


Footing Size




Width - B: N_S = 2.25 m



Ast =


2 PCC 0.57 m3





Long Side

Bottom Reinf.

Quantities



71/283

Z-Axis0.402

0.30

X - Axis

0.723

0.573

1.95 m

(P-max (actual /


16.22 52.94 20.00 0.81

14.17 25.00 0.57

15.49 25.00 0.62

12.51 25.00 0.5013.64 25.00 0.55

14.98 44.55 25.00 0.60

16.64 43.82 25.00 0.67

12.90 40.67 25.00 0.52

40.67 0.81

hear

) L1 (E-W)= 0.30 m

) B1 (N-S)= 0.60 m

ding)


essure

e 230 mm

mm

Dcentre= 500




OK

Depth OK

Depth OK

OK

Fdn Size OK

Depth OK

Depth OK

=

0.4

0

0.15

0.

83


EXECUTION

0.825

1.0

2

0.6

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


72/283

L (E-W)= 1.95 m & B (N-S) = 2.25 m


= 0.52 m2


= 0.61 m2



J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



23.34 12.20 14.42 52.90 23.43 23.26 23.35 10.58

20.76 10.23 12.10 45.70 21.32 20.79 21.06 9.09

21.91 11.28 13.45 46.16 20.98 20.82 20.90 8.95

19.55 9.28 10.97 42.69 19.87 19.60 19.74 8.19

20.27 9.98 11.90 42.23 19.49 19.38 19.44 7.97

21.30 10.67 12.63 46.84 21.92 21.25 21.59 9.46

22.74 11.97 14.32 47.42 21.49 21.29 21.39 9.28

19.79 9.48 11.22 43.09 20.10 19.77 19.94 8.33

12.2 14.42 52.90 10.58

18.3 21.63 79.35 15.86

17.16 17.17

111.80

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bp

u*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

Depth OK


E - W N - S


73/283

0.45 0.45

0.129 0.129

0.12 0.12

1231 1068

2149 1923

0.41 0.31

44.23 .

32.29


34 19 12 125 35 17 12

1 m3

6 m2

Short Side

l

S u m m a r y

Depth OK Depth OK

OK


74/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


75/283

e depth

D_os

D min

V@De

t

12.51

10.78

10.58

9.69

9.43

11.22

10.97

9.86

12.51

18.76

12]+


76/283

39.57

32.31

Spacing

125


77/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 256 0 2 1 0.89

II 201 0 4 1.25 0.57

III 204 3 1 1.25 0.57

IV 210 0 6 1.25 0.60V 206 3 1 1.25 0.58

VI 185 1 5 1.25 0.53

VII 190 3 1 1.25 0.54

VIII 197 0 7 1.25 0.57

For SBC

Punching











L1 (E-W) 0.6 Xf 0.3 0.225


Section Modulus

Trial Footing Size

Moments (T.M)

ETABS NO. 7 & 6 DWG NO. C9 & C13

3.7

0


SOLANKI INDUSTRIES

17-Nov-14

B=


78/283

L (E-W) 3.95 Lf 1.675 1.625

B1 (N-S) 0.45 Xd 1.219 1.144

B (N-S) 3.7 Ld 0.756 0.706

Lpu=(L1+De) 1.519

Bpu=(B1+De) 1.369 5.776 2.08


E-W (((0.6+2*919/1000)+3.95)/2*(672.95-380)/1000)+((380-81)/1000*3.95)

N-S (((0.45+2*919/1000)+3.7)/2*(662.4-380)/1000)+((380-81)/1000*3.7)

E-W N-S

a = 0.41 0.39

J = 1.8 1.53

C = 0.7595 0.6845

M_E-W M_N-S

0.268 0.3

0.14451

Overburden Pressure



79/283

R = Mu / b * de

- N/mm












A2 = b x D 270000


Footing Size




Width - B: N_S = 3.70 m



Ast =


2 PCC 1.70 m3





Long Side

Bottom Reinf.

QuantitiesF o o t i n g P e d e s t a


80/283

Z-Axis0.756

0.60

X - Axis

1.519

1.219

3.95 m

(P-max (actual /


17.75 238.67 20.00 0.89

14.18 25.00 0.57

14.35 25.00 0.57

15.04 25.00 0.6014.61 25.00 0.58

13.30 172.13 25.00 0.53

13.44 176.27 25.00 0.54

14.30 182.57 25.00 0.57

172.13 0.89

hear

) L1 (E-W)= 0.60 m

) B1 (N-S)= 0.45 m

ding)


essure

e 380 mm

mm

Dcentre= 1000




OK

OK

Depth OK

Depth OK

Fdn Size OK

Depth OK

Depth OK

=

0.7

1

0.30

1.675

1.3

7

0.5

1.

63


EXECUTION

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


81/283

L (E-W)= 3.95 m & B (N-S) = 3.70 m


= 2.12 m2


= 1.95 m2 (Area of trapaezoid)


J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



25.20 91.21 49.16 49.17 25.35 25.20 25.28 92.13

21.39 71.41 38.50 38.49 21.77 21.41 21.61 73.08

21.76 73.47 39.67 39.14 21.71 21.60 21.66 73.22

21.99 74.52 40.16 40.24 22.67 22.07 22.40 77.35

21.96 74.52 40.25 39.59 21.90 21.77 21.85 74.19

20.36 66.09 35.64 35.60 20.87 20.39 20.66 68.19

20.83 68.65 37.09 36.41 20.72 20.63 20.68 68.10

21.11 69.97 37.71 37.78 21.92 21.20 21.61 73.27

91.2 49.16 49.17 92.13

136.8 73.74 73.76 138.20

36.60 35.60

111.80

Depth OK

Depth OK

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bpu

*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]



E - W N - S


82/283

0.44 0.41

0.125 0.118

0.12 0.12

4235 4356

5228 5630

0.25 0.29

35.73 .

33.67


167 26 16 150 168 28 16

1 m3

6 m2

Short Side

l

Depth OK Depth OK

OK

S u m m a r y


83/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


84/283

e depth

D_os

D min

V@De

t

49.31

39.19

39.19

41.56

39.72

36.62

36.45

39.41

49.31

73.97

12]+


85/283

38.17

32.21

Spacing

150


86/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 164 1 1 1 0.86

II 136 1 6 1.25 0.61

III 131 2 1 1.25 0.56

IV 126 1 4 1.25 0.56V 131 3 1 1.25 0.57

VI 125 1 7 1.25 0.57

VII 119 2 1 1.25 0.51

VIII 114 1 5 1.25 0.52

For SBC

Punching







Eff. Cover to Bott. Reinf. d' z mm de=D-d'= #VALUE!




L1 (E-W) 0.6 Xf 0.3 0.225


SOLANKI INDUSTRIES

17-Nov-14


3.0

5

Moments (T.M)

Section Modulus

Trial Footing Size


B=


87/283

L (E-W) 3.2 Lf 1.3 1.3

B1 (N-S) 0.45 Xd #VALUE! #VALUE!

B (N-S) 3.05 Ld #VALUE! #VALUE!

Lpu=(L1+De) #VALUE!

Bpu=(B1+De) #VALUE! #VALUE! #VALUE!


E-W #VALUE!

N-S #VALUE!

E-W N-S

a = #VALUE! #VALUE!

J = #VALUE! #VALUE!

C = #VALUE! #VALUE!

M_E-W M_N-S

#VALUE! #VALUE!

#VALUE!

Overburden Pressure



88/283

R = Mu / b * de

- N/mm







b =0.8 * Fck / 6.89 * pt #VALUE! for E_W #VALUE! for N_S





A2 = b x D 270000


Footing Size




Width - B: N_S = 3.05 m



Ast =


2 PCC 1.17 m3





Long Side

Bottom Reinf.



89/283

Z-Axis#VALUE!

0.60

X - Axis

#VALUE!

#VALUE!

3.2 m

(P-max (actual /


17.12 146.59 20.00 0.86

15.13 25.00 0.61

13.90 25.00 0.56

13.95 25.00 0.5614.19 25.00 0.57

14.32 111.03 25.00 0.57

12.84 106.33 25.00 0.51

12.94 100.99 25.00 0.52

100.99 0.86

hear

) L1 (E-W)= 0.60 m

) B1 (N-S)= 0.45 m

ding)

ding) #VALUE! #VALUE!

essure

e 230 mm

mm

Dcentre= 900


#VALUE! For E-W #VALUE! For E-W

Dmin= 230 #VALUE! For N-S #VALUE! For N-S

1.

30


EXECUTION

1.3

####

0.5

#VA

LUE!

0.30

Depth OK

=

Fdn Size OK

#VALUE!

#VALUE!

#VALUE!

#VALUE!

OK

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


90/283

L (E-W)= 3.20 m & B (N-S) = 3.05 m


= #VALUE! m2


= #VALUE! m2 (Area of trapaezoid)


J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



#VALUE! 43.53 #VALUE! #VALUE! 24.51 24.35 #VALUE! 45.71








43.5 #VALUE! #VALUE! 45.71

65.3 #VALUE! #VALUE! 68.57

27.85 27.86

111.80

FOR - M_E-W only

N - SE - W


*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

#VALUE!

FOR - M_N-S only


91/283

#VALUE! #VALUE!

#VALUE! #VALUE!

0.12 0.12

#VALUE! #VALUE!

2941 3054

#VALUE! #VALUE!

#VALUE! .

#VALUE!


75 26 12 125 74 27 12

1 m3

7 m2

S u m m a r y

#VALUE! #VALUE!

OK

Short Side

l


92/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


93/283

e depth

D_os

D min

V@De

t

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

12]+


94/283

#VALUE!

#VALUE!

Spacing

125


95/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 420 2 2 1 0.87

II 338 2 8 1.25 0.57

III 335 6 1 1.25 0.56

IV 334 2 11 1.25 0.57V 337 10 2 1.25 0.57

VI 282 2 10 1.25 0.49

VII 278 8 1 1.25 0.47

VIII 277 2 13 1.2 0.50

For SBC

Punching











L1 (E-W) 0.75 Xf 0.375 0.375


SOLANKI INDUSTRIES

17-Nov-14

ETABS NO. 18, 19, 20 DWG NO. C10, 11, 14

4.9

5

Moments (T.M)

Section Modulus

Trial Footing Size


B=


96/283

L (E-W) 4.95 Lf 2.1 2.1

B1 (N-S) 0.75 Xd 1.594 1.594

B (N-S) 4.95 Ld 0.881 0.881

Lpu=(L1+De) 1.969

Bpu=(B1+De) 1.969 7.876 3.88


E-W (((0.75+2*1219/1000)+4.95)/2*(780-380)/1000)+((380-81)/1000*4.95)

N-S (((0.75+2*1219/1000)+4.95)/2*(780-380)/1000)+((380-81)/1000*4.95)

E-W N-S

a = 0.4 0.4

J = 5.33 5.33

C = 0.9845 0.9845

M_E-W M_N-S

0.088 0.088

0.015419

Overburden Pressure



97/283

R = Mu / b * de

- N/mm












A2 = b x D 562500


Footing Size




Width - B: N_S = 4.95 m



Ast =


2 PCC 2.76 m3





Long Side

Bottom Reinf.



98/283

Z-Axis0.881

0.75

X - Axis

1.969

1.594

4.95 m

(P-max (actual /


17.33 402.69 20.00 0.87

14.30 25.00 0.57

14.02 25.00 0.56

14.22 25.00 0.5714.32 25.00 0.57

12.15 270.31 25.00 0.49

11.80 266.42 25.00 0.47

12.02 264.82 24.00 0.50

264.82 0.87

hear

) L1 (E-W)= 0.75 m

) B1 (N-S)= 0.75 m

ding)


essure

e 380 mm

mm

Dcentre= 1300




2.

10


EXECUTION

2.1

1.9

7

0.8

0.8

8

0.38

Depth OK

=

Fdn Size OK

Depth OK

Depth OK

Depth OK

OK

OK

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


99/283

L (E-W)= 4.95 m & B (N-S) = 4.95 m


= 3.11 m2




J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



24.93 187.93 75.14 45.60 24.94 24.87 24.91 187.70

21.58 151.43 60.55 36.72 21.92 21.58 21.78 153.80

21.58 151.59 60.71 36.36 21.43 21.39 21.41 149.53

21.39 149.27 59.67 36.24 21.86 21.42 21.68 152.76

21.79 153.94 61.73 36.60 21.55 21.49 21.53 150.78

19.32 126.67 50.66 30.67 19.76 19.32 19.58 129.85

19.33 127.05 50.94 30.21 19.12 19.08 19.10 124.27

19.07 123.96 49.57 30.06 19.65 19.11 19.43 128.31

187.9 75.14 45.60 187.70

281.9 112.70 68.40 281.55

45.42 45.40

111.80

FOR - M_E-W only

N - SE - W


*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

Depth OK

FOR - M_N-S only


100/283

0.38 0.38

0.109 0.109

0.12 0.12

7241 7241

7439 7439

0.24 0.24

35.25 .

32.56


295 37 16 140 295 37 16

2 m3

8 m2

S u m m a r y

Depth OK Depth OK

OK

Short Side

l


101/283

Pedge

Pd

ce

TensionAllowed

CaseII

ce


102/283

e depth

D_os

D min

V@De

t

75.03

61.63

59.77

61.27

60.28

52.11

49.67

51.56

75.03

112.54

12]+


103/283

35.25

32.51

Spacing

140


104/283

Project Comments:





m







Crack width = 0.3 m

LOAD CASES




I DL + LL 161 2 4 1 0.85

II 134 1 8 1.25 0.60

III 131 1 3 1.25 0.55

IV 124 2 2 1.25 0.52V 127 4 3 1.25 0.56

VI 136 1 9 1.25 0.62

VII 132 2 3 1.25 0.56

VIII 123 2 4 1.25 0.53

For SBC

Punching











L1 (E-W) 0.6 Xf 0.3 0.225


SOLANKI INDUSTRIES

17-Nov-14


3.1

0

Moments (T.M)

Section Modulus

Trial Footing Size


B=


105/283

L (E-W) 3.25 Lf 1.325 1.325

B1 (N-S) 0.45 Xd 1.123 1.048

B (N-S) 3.1 Ld 0.502 0.502

Lpu=(L1+De) 1.423

Bpu=(B1+De) 1.273 5.392 1.81


E-W (((0.6+2*823/1000)+3.25)/2*(499-230)/1000)+((230-77)/1000*3.25)

N-S (((0.45+2*823/1000)+3.1)/2*(499-230)/1000)+((230-77)/1000*3.1)

E-W N-S

a = 0.41 0.39

J = 1.22 1.04

C = 0.7115 0.6365

M_E-W M_N-S

0.395 0.441

0.305675

Overburden Pressure



106/283

R = Mu / b * de

- N/mm












A2 = b x D 270000


Footing Size




Width - B: N_S = 3.10 m



Ast =


2 PCC 1.21 m3





Long Side

Bottom Reinf.



107/283

Z-Axis0.502

0.60

X - Axis

1.423

1.123

3.25 m

(P-max (actual /


17.04 144.14 20.00 0.85

15.11 25.00 0.60

13.84 25.00 0.55

12.98 25.00 0.5213.89 25.00 0.56

15.49 120.04 25.00 0.62

13.94 117.89 25.00 0.56

13.23 109.61 25.00 0.53

109.61 0.85

hear

) L1 (E-W)= 0.60 m

) B1 (N-S)= 0.45 m

ding)


essure

e 230 mm

mm

Dcentre= 900




1.

33


EXECUTION

1.325

1.2

7

0.5

0.5

0

0.30

Depth OK

=

Fdn Size OK

Depth OK

Depth OK

Depth OK

OK

OK

Lf

Ld

Pedge

Pd

P-face Case I

No Tension


Pedge

Pd

P-face

Ld De BP/2

Lf =

L =

Xf =

Xd =

W

S

N

+-

++

-

-+

-

Lpu =

Bpu

=

L1 =

B1

=

P-f

LdL

f

Pedge

P-face

Pd

CaseI

NoTension

P-fP-face


108/283

L (E-W)= 3.25 m & B (N-S) = 3.10 m


= 1.24 m2




J=

C= Lpu/2 Bpu/2

M= a/ (0.85*J_E-W) a/ (0.85*J_N-S)

e) x 1.8

2.76



^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)


d)*0.5-Pob}L T/m



23.76 44.16 25.31 37.86 24.28 23.65 24.04 47.14

21.00 36.64 21.00 31.53 22.43 21.08 21.92 41.17

20.71 35.84 20.54 30.84 21.16 20.64 20.96 38.34

20.03 34.01 19.50 29.17 20.25 19.90 20.12 35.91

20.64 35.70 20.55 29.86 20.71 20.22 20.52 37.08

21.18 37.12 21.27 31.88 22.77 21.26 22.20 42.00

20.84 36.20 20.76 31.02 21.18 20.71 21.00 38.45

19.97 33.83 19.41 28.93 20.45 19.84 20.22 36.24

44.2 25.31 37.86 47.14

66.2 37.96 56.79 70.70

27.82 28.08

111.80

FOR - M_E-W only

N - SE - W


*Lpu^2/2))]

[2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/

[(De*Lpu*Bpu^2)/2)]


Depth OK

Depth OK

FOR - M_N-S only


109/283

0.32 0.32

0.089 0.091

0.12 0.12

3062 3210

3167 3393

0.26 0.

Documents

Isolated sloped footing Spreadsheet