HAMTeK annexure 5.3a

Sl.No.

1 Basic ParameterLength of Base Plate L 1500 mm

Width of Base Plate W 600 mm

Bolt c/c Distance longer Span b 600 mm

b1 206 mm

b2 149 mm

Base end to Center of Bolt a 75 mm

Bolt c/c Distance Shorter Span c 200 mm

c1 196 mm

Base end to Center of Bolt d 100 mm

Factor for increase in stress 1.33

Characteristic Comp. Strength 25 N/mm2

Bending Compression 8.5 N/mm2IS456-2000,Table-21

Bearing stress in concrete 6.25 N/mm2

Bond in tension 0.9 N/mm2IS456-2000,Table-21

Panel

L

a b a

b1 b2

t2

d

c1

W c Panel

d

t1

Base Plate Area A = L x W A Sq.mm

Section Modulus in X-Direction

Zxx = W x L2 / 6 Zxx Cu.mm

Section Modulus in Z-Direction

Zzz = L x W2 / 6 Zzz Cu.mm

2 Support Reactions taken from Staad File

47 131 169 #### -25

47 173 -182 2852 21.9

47 173 -182 2852 21.9

47 131 169 #### -25

ReferenceDescription

Load

Case

Fx

(kN)

Fy

(kN)

Fz

(kN)

Node

.noMx (kN.m)

-31.958

29.378

29.378

-31.958

My (kN.m)

0.391

-0.461

-0.461

0.391

Mz (kN.m)

0

0

0

0

Fx +ve

Fx -ve

Fy +ve

Fy -ve

900000

90000000

225000000

1

2

HAMTeK annexure 5.3a

Sl.No. ReferenceDescription

47 163 -9.6 #### 107

47 142 -4.2 1898 -109

47 163 -9.6 #### 107

47 142 -4.2 1898 -109

47 136 117 #### 60.7

47 177 -132 1917 -63

47 1 -5.2 145 -0.3

47 179 -12 #### 107

3 Base Pressure CalculationBP = P / A ± ±

1 47 131

2 47 173

3 47 173

4 47 131

5 47 163

6 47 142

7 47 163

8 47 142

9 47 136

10 47 177

11 47 1

12 47 179

3.1 Maximum Base Pressure BP3 4.22 N/sq.mm

= SAFE,Max.Base Pressure < Concrete Bending Compression

3.2 Minimum Base Pressure -3.77 N/sq.mm

Actual Stress

1500

x y

Point of Contra flexure

x 140 mm

y 1360 mm

Mxx / Zxx

186.967

-189.61

186.967

-189.61

124.088

-126.553

-0.642

186.633

0.042

-0.113

0.042

-0.113

0.981

-1.06

-0.029

0.028

0

0

0

0

0

Mzz / Zzz

0

Fz +ve

Fz -ve

Mx +ve

My +ve

My -ve

Mz +ve

Mz -ve

Mx -ve

0

0

Sl.noNode

.no

3494.97 2842.13 3494.97 2842.13

Load

CaseP1 P2 P3 P4

-3151.90 -2441.73 -3151.90 -2441.73

3494.97 2842.13 3494.97 2842.13

-3151.90 -2441.73 -3151.90 -2441.73

386.98 -3767.85 386.98 -3767.85

2.05 4215.60 2.05 4215.60

3536.54

386.98 -3767.85 386.98 -3767.85

2.05 4215.60 2.05 4215.60

-3721.39 426.01 -3721.39

-317.66 -3075.17 -317.66 -3075.17

724.25 3536.54 724.25

-3.7

7

0.3

9

154.51 168.77 154.51 168.77

426.01

HAMTeK annexure 5.3a

Sl.No. ReferenceDescription

P 174 kN

P/(1/2 X x X width of base plate) 4.2 N/sq.mm

Area in Negative Pressure Side W * y A1 Sq.mm

Stress = Load / Area , Load = Stress X Area 3075 kN

No of Bolts on one side 14 No's

Load per Bolt 220 kN

Diameter of Bolt Stress = Load /Area 37.4 mm

Provide Diameter of Bolts Size 40 mm

(Allowable Bolt Size 20mm, 24mm, 30mm, 36mm, 40mm)

4 Check For Base Plate Thickness4.1 For Panel - 1

* One short edge continuous

Mx = alpha x * wlx2

My = alpha y * wlx2

c1 b1 c1/b1 αx αy αx & αy value

196 206 0.95 0.028 0.028 IS456-2000,Table-26

4.2 For Panel - 2

* Two adjacent edges discontinuous

c1 b2 c1/b2 αx αy

196 149 1.32 0.050 0.035

4.3 Design for Tension

Total Tension Force kN

No. of bolts used 28 No's

Bolt Value in tension per Bolt 11.70 T

Total allowable tension 3214 kN Safe

One Bolts take the tension 110 kN

Moments for Tension 5.45 kN.m

Effective Width 200 mm

Required Thickness (t) 12.9 mm

Provided Base Plate Thickness 25 mm Safe

(Provided maximum of 4.1, 4.2 & 4.3 )

5 Design For Stiffener5.1 Design for Stiffener - t1

Moment N.mm

For Stiffener plate thickness of 8 mm

Required Stiffener length 23.6 mm

Length of Stiffener plate provided 250 mm

5.2 Design for Stiffener - t2

Moment N.mm

For Stiffener plate thickness of 8 mm

Required Stiffener length 26.7 mm

Length of Stiffener plate provided 150 mm

816175

Mx (N.mm)

4936.79

My (N.mm)

4936.79

t in mm

7.03

942815.34

My (N.mm) t in mm

4576.77 3228.44 19.13

735582.16

Mx (N.mm)

3075.2

HAMTeK annexure 5.3a

Sl.No. ReferenceDescription

6 Design for Shear :-Calculated Shear(S) = T

Effective Shear = T

Considering depth of Shear key(d) =

Considering width of Shear key (b) =

So that bearing pressure = 113 < kg/cm2

Now bending moment (M) = kg-cm

Required (Z) = (M/1650) cm3

Using thickness (at) = 12 mm

hence Ixx = cm4

Z = < 103 cm3 Required Z

Bending Stress s bc,cal = kg/cm2

Area(A) = 2*b*at = 36 cm2 150

Now shear Stress tv= (T/A) = kg/cm2 < kg/cm2

So, Combined Stress= (s bc,cal )2+(t av)2

> 0.9fy kg/cm2

6a Design for welding :-

Vertical load (p)= T

Shear(s) = T mm

Provided weld thickness (w)= mm

Welding length ( 4*b)= cm

d ac,cal = (p/(L*w*0.707) kg/cm2

zshear, cal = (s/(L*w*0.707) = kg/cm2

Combined stress =

(d ac,cal2 + 3*zshear, cal

2)0.5= kg/cm2

< allowable stress 1100 kg/cm2

7 Calculation of Bolt length:-Concrete Bond Stress for M25 1.4 N/sq.mm IS456-2000

Dia of Bolt 30 mm

Tensile Force per Bolt 110 kN

Tensile Force = ( Pi() x dia of bolt) x Length x bond stresses

Bolt length 832 mm 750 mm Provided

8 Check for Combined Shear and Tension8a Permissible shear stress

= 0. 4 X fy 100 N/mm2

Principal shear force

= (Fx2 + Fz2)0.5 kN

Area of bolt

= π X d2/4 2514 mm2

8b Actual shear stress

= Principal shear force/ Area of bolt 68 N/mm2

8c Permissible tension stress

= 0. 6 X fy 150 N/mm2

Maximum tension from STAAD output(Mt1) 109.8 kN per bolt

Mx, Mz/center to center bolt distance(Mt2) 158 kN per bolt

8d Actual tension stress

= (Mt1 + Mt2)/Area of Bolt N/mm2

Check for Combined Shear and Tension = (8b/8a)+(8d/8c) <1.4 Hence safe

171.13

106.56

1.391

60

kg/c

m2

0.906182882

499.06588870

.00

864.4079506

3769.163539

2250

30.75

16.94 50

8

102.64424

339.66

45.288

3739.69

470.453 1000

16.9363

16.9363

150

150

50

15

0

169363

1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8

1 0.032 0.037 0.043 0.047 0.051 0.053 0.056 0.058 0.06

0.024 0.028 0.032 0.036 0.039 0.041 0.043 0.044 0.045

2 0.037 0.043 0.048 0.051 0.055 0.057 0.058 0.059 0.06

0.028 0.032 0.036 0.039 0.041 0.044 0.046 0.047 0.048

3 0.037 0.044 0.052 0.057 0.063 0.067 0.071 0.074 0.077

0.028 0.033 0.039 0.044 0.047 0.051 0.054 0.057 0.059

4 0.047 0.053 0.06 0.065 0.071 0.075 0.079 0.082 0.084

0.035 0.04 0.045 0.049 0.053 0.056 0.059 0.061 0.063

5 0.045 0.049 0.052 0.056 0.059 0.06 0.062 0.064 0.065

0.035 0.037 0.04 0.043 0.044 0.045 0.047 0.048 0.049

6

0.035 0.043 0.051 0.057 0.063 0.068 0.074 0.078 0.08

7 0.057 0.064 0.071 0.076 0.08 0.084 0.088 0.09 0.091

0.043 0.048 0.053 0.057 0.06 0.064 0.066 0.068 0.069

8

0.043 0.051 0.059 0.065 0.071 0.076 0.081 0.084 0.087

9

0.056 0.064 0.072 0.079 0.085 0.089 0.094 0.097 0.1

Mx alpha x * wlx2

My alpha y * wlx2

Case

1 Interior panels

2 One short edge discontinuous

3 One long edge discontinuous

4 Two adjacent edges discontinuous

5 Two short edges discontinuous

6 Two long edge discontinuous

7 One long edge continuous

8 One short edge continuous

9 Four edges discontinuous

Alpha X

Alpha Y

1.9 2

0.0625 0.065 0.032

0.047 0.049 0.024

0.064 0.068 0.037

0.05 0.052 0.028

0.081 0.085 0.037

0.063 0.065 0.028

0.088 0.091 0.047

0.066 0.069 0.035

0.067 0.069 0

0.051 0.052 0.035

0.045

0.084 0.088 0.035

0.094 0.097 0

0.071 0.073 0.043

0.057

0.092 0.096 0.043

0

0.104 0.107 0.056

Alpha X

BP1-TR1&TR2

Fx +ve 331 104 6.519 82.358 6.302 0 1.31 -26.515

Fx -ve 330 151 -7.091 165.861 -11.222 0 1.647 33.351

Fy +ve 330 157 -0.221 593.516 -49.492 0 0.099 1.986

Fy -ve 331 101 -0.138 -341.711 -32.058 0 -0.085 1.734

Fz +ve 331 130 -0.124 231.688 25.334 0 -0.068 1.375

Fz -ve 330 157 -0.221 593.516 -49.492 0 0.099 1.986

Mx +ve 330 3 -0.17 93.893 -6.243 0 0.092 1.863

Mx -ve 361 164 -0.049 128.913 10.195 0 -0.051 0.971

My +ve 360 151 -6.854 128.968 -8.952 0 1.732 32.744

My -ve 361 151 -6.899 121.854 10.027 0 -1.745 32.971

Mz +ve 330 151 -7.091 165.861 -11.222 0 1.647 33.351

Mz -ve 331 104 6.519 82.358 6.302 0 1.31 -26.515

Node.no Load Case Fx (kN) Fy (kN) Fz (kN) Mz (kN.m)My (kN.m)Mx (kN.m)