BASE PLATE DESIGN-IS 800-2007

BASE PLATE BP-5Size of the column UB254x146x43Factored loads:Max. compression 196.206 KN Node: 1Max. tension 179.032 KN Node: 1Max. shear 50.897 KN Node: 1

FOR COMPRESSION

Assume the base plate size as 300 X 350

Max. compression 196.206 KNBearing strength of concrete = 0.45 fck

= 0.45 x 25 = 11.25

Hence base pressure -(w) = 196.206 KN= 1.87300 mm X 350 mm

< than 0.45times the bearing strength of concrete Hence ok

CASE 1 EDGE CONDITION- CANTILEVER PANEL 1

a1= 45 mm

d1= 300 mm

= 1.87 X 2043.042

= 1910.2424 N-mm

Thickness of plate required = (IS 800- 2007,Clause 8.2.1.2)

Assuming width of the plate b = 1.00 mm

6.5 mm

mm2

N/mm2

N/mm2

Bending moment Md

√(6 Md γmo /1.2 b fy)

treqd =

N/mm2

196.206 KN

45 mm

1.87

SECTION A-ACASE 2 Edge condition - Plate supported on three sides. PANEL 2

Assume thickness of stiffener = 12 mm

a1 = 146.4 mm Checking whether panel acting as cantilever d1 = 105.8 mm (Length of free edge) a1/d1 >0.5 hence analysed as plate supported on 3 side

= 1.38374

Hence coefficient = ###### #VALUE!

Thickness of As per IS 800- 2007,Clause 8.2.1.2Assuming width of the plate b = 1 mm

#VALUE! mm (From Compression only)

CASE 3 Edge condition - Plate supported four sides. PANEL 3

a1 = 100.0 mmd1 = 100.0 mm (Length of free edge)

= 1

NOT APPLICABLEHence coefficient = #VALUE!= #VALUE!

#VALUE! N-mmThickness of plate required =Assuming width of the plate b = 1 mm

#VALUE! mmCASE 4 Edge condition - Plate supported two sides. PANEL 4

a= 100.0 mm

b= 50.0 mm (smaller span)

b= 2

aHence coefficient = 0.050

NOT APPLICABLE= 0.048

233.75 N-mmThickness of plate required =Assuming width of the plate b = 1 mm

2.27 mm

Cantilever moment Ma1

d1

Hence moment on the base plate Md=√(6 Md γmo /1.2* b fy)

treqd =

Checking whether panel acting as cantilever

a1/d1 >0.5 hence analysed as plate supported on 4 side

a1

d1

Cantilever moment Md =

a1

a2

Hence moment on the base plate Md=√(6 Md γmo /1.2* b fy)

treqd =

Checking whether panel acting as cantilever

a1/d1 >0.5 hence analysed as plate supported on 2 side

a1Cantilever

moment Md =a2

Hence moment on the base plate Md=√(6 Md γmo /1.2* b fy)

treqd =

Check for weld size connecting base plate to ColumnTotal length available for welding along the periphery of column

FLANGE TO BASE PLATE CONNECTION 12.7 mm

Axial load shared by two flange = 98.103 KN 7.2 mm

Axial load shared by each flange = 49.0515 KN fu= 410 N/mm2

1.25

Total load on weld for designing one flange = 49.0515 KN

Length available to accommodate weld on each flange La = 287.4 mm

Assume 6 mm weld

Strength of weld per mm length = = 795.358 N/mm

Effective length of weld required on Each flange = 49.0515 KN= ###

795.3577308Additional plate is not required to acccomodate welding

WEB TO BASE PLATE CONNECTIONAxial load shared by web = 49.0515 KNLength available to accommodate weld on each flange La = 468.4 mm

Effective length of weld required on Each flange = 49.0515 KN= ###

795.3577308Additional plate is not required to acccomodate welding

Design of stiffener plate (Web stiffener plate)

Design of stiffner plate -Moment at the face of the column web -(for compression in the coulmn)

1.87*259.6/2*(300/2)^2/2= 2730667.5 N-mmMoment at face of stiffener (due to bolt tension) -

44760*120*1.414/2 = 3797438.4 KN N-mmAssume plate thickness - 10 mmHeight of plate required =

= 100.13 mmHence, Provide stiffner plate height as 200 mm

Moment at the face of the column flange - (for compression on column)1.87*(259.6/4+45.2)*((76.35^2)/2= 600090.86 N-mm

Moment at face of stiffener (due to bolt tension) -44760*(259.6-120)/2= 3124248 N-mm

tf =

tw =

gmw

Lw tt fu/Ö3 gmw

√(6 Md gmo / b fy)

Design of Stiffner Plate (flange stiffener)

GROUT

V

Height of pla Assume plate thickness - 10 mm= 82.91 mm

Hence, Provide stiffner plate height as 100 mmDesign for Shear Key (check 1)

Shear key size 100 x 12 thk. cross H (max) = 50.897 KNProvide 150 mm deep shear key

20288 336000.6

udl on the shear key = 50897/150= 339.32 N/mmHence cantilever moment on the shear key (M)= 339.32*150^2/2 = 3.82 KN-mSection classification as per Table- 2 of IS 800: 2007:d/t = 8 e = 1.0 Plastic

For a Plastic section, 17.64 KN- m

M < Md, Hence O.KHence provide shear key size as 100x150x12

Shear key (A/c Subramanian book)Required bearing area of shear lug Alg =

Alg = 4524.1778

Assume Shear lug width W = 200 mmH-G = 22.63 mm

Assume grout depth G = 50 mm

Required depth of shear lug = 50+22.63

Factored cantilever end moment acting on unit length of the shear lugMlg = (V /W)*(H+G)/2

= 9242Shear lug thickness tlg = [(4 xMlg /(fy /m0)]^0.5 <tb

√(6 Md γmo /1.2* b fy)

Ze of the section = mm3 Zp of the section = mm3

Ze/Zp =

Design bending strength Md = βbZpfy/γmo

ßb =Md =

= 12.8

Use a 200 mm wide 73 mm

SELECT THE EDGE CONDITIONSFOR BASE PLATECASE 2 Plate supported on 3 side yCASE 3 Plate supported on 4 side yCASE 4 Plate supported on 2 side y

SUMMARY

300 mm CASE 2

CASE 3

45 mm CASE 4

CASE 5

350 mm Hence provide thickness of bottom plate=

260 mm

147.3 mm

Steel Grade, fy = 250

Concrete Grade, fck = 25

= 1.1

c/c distance between bolt along y dir = 120 mmc/c distance between bolt along x dir = 120 mm

Mukhanov's chart, Ratio a/d 0.5 0.6 0.7 0.8 0.9 1 1.2 1.4 2 2.1 100

0.0

6

0.0

74

0.0

88

0.0

97

0.1

07

0.1

12

0.1

2

0.1

26

0.1

32

0.1

33

0.1

33

Inte

rpol

atio

n 1.2 0.12

### #VALUE!

1.38 #VALUE!

N/mm2

N/mm2

γmo

Plates supported on 3 sides

a3

196.206 KN

X

Y

1mm strip

1mm strip

1

2

A A

120 mm

HIDE / UNHIDE EDGE CONDITIONS

Checking whether panel acting as cantilever a1 = 146 mma1/d1 >0.5 hence analysed as plate supported on 3 side

NOT APPLICABLE

free

ed

ge d1=

106 mm

N-mm

Mukhanov's chart, Ratio a1/d1 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 2.1 100

0.0

48

0.0

55

0.0

63

0.0

69

0.0

75

0.0

81

0.0

86

0.0

91

0.0

94

0.0

98

0.1

0.1

25

0.1

25

0.0

48

0.0

49

0.0

5

0.0

5

0.0

5

0.0

5

0.0

49

0.0

48

0.0

48

0.0

47

0.0

46

0.0

37

0.0

37

Inte

rpol

atio

n

1 0.048 0.048

### #VALUE! #VALUE!

1.00 #VALUE! #VALUE!

Refer Page-243 Table-54 of Theory of Plates and shells by S. Timoshenko & S. Krieger, OR

MOODY CHART(for two side edge supported)

Column propertiesA = 5480 mm2 109.3 mm

H = 259.6 mm2 35.2 mmbf = 147 mm Zx 504100 mm3

t 7.2 mm Zy 92000 mm3

T 12.7 mm

Ix 65440000 mm4Iy 6770000 mm4

Cantilever moment Md =

Plates supported on 4 sides

a1

a2

a1 a2

rx

ry

Refer Page-243 Table-54 of Theory of Plates and shells by S. Timoshenko & S. Krieger,

MOODY CHART 2 SIDE SUPPORT WITH UNIFORM PRESSURE

Base plate under Tension (As per Cl. 10.3.5)Support reaction = 179.032 KN (Max Tension)Assume 4 Nos 16 dia H.D bGrade 4.6 (Bearing type bolt)

1.25

240

201 400

###

###

###

###

43.87 KN44.76 KN Not O.K

Diagonal distance from bolt centre to web = 84.86 mmMoment in the plate due to bolt tension= (44.76/3 x 1000 x 84.86)

= 1266111 N-mm

Thickness of plate required =Assuming width of the plate b = 1 mmAssuming the width of the plate = 75 mm need to check width

19.27 mm provide base plate thickness = 24 mmShear capacity of bolt:

36.21 KN 28.97 KNBearing capacity of the bolt:

0.57 e = 30.6= 224352 410

179.48 KN 18 mmp= 120 mm

Therefore Shear capacity of single Bolt= 36.21 KN Hence O.K

Tension capacity of bolt Tdb = Tnb / gmb γmb =

Tnb = 0.9 fub An < fyb Asb (γmb / γmo) fyb= N/mm2

Shank area of the bolt(Asb)= mm2 fub = N/mm2

Net tensile area at the bottom of threads (An)=

0.9 fub An =

fyb Asb (γmb/γmo)=

Tnb =Tension capacity of single bolt Tdb = Tension/bolt (Tb) =

√(6 Md γmo /1.2* b fy)

treqd =

Vnsb = fu An / √3 = Vdsb =

Vnpb = 2.5 kb d t fu Kb = Min (e / 3do, p/ 3 do - 0.25, fub/fu, 1)

fu =Vdpb = do =

Skin plate

Bolt

GROUT

Refer Page-243 Table-54 of Theory of Plates and shells by S. Timoshenko & S. Krieger,

###

= 100 mm

V/0.45 x fck

4524.1778

200 mm22.63 mm

50 mm

50+22.63 = 72.63 mm

Factored cantilever end moment acting on unit length of the shear lug(V /W)*(H+G)/2

N-mm[(4 xMlg /(fy /m0)]^0.5 <tb

mm2

50 mm

H

mm Should be less then tb 24 mm

high and 13 mm thick shear lug

SUMMARY

Plate supported on 3 side 6.5 mm

Plate supported on 4 side #VALUE!

Plate supported on 2 side #VALUE!

Plate under tension 19.3 mm

Hence provide thickness of bottom plate= 24.0 mm

Ratio a/d 0.50.06

Inte

rpol

atio

n

000

tb=

tb=

tb=

tb=

Plates supported on three sides

click below to see the charts

Refer Page-243 Table-54 of Theory of Plates and shells by S. Timoshenko & S. Krieger,

MOODY CHART 2 SIDE SUPPORT WITH UNIFORM PRESSURE

need to check width

Refer Page-243 Table-54 of Theory of Plates and shells by S. Timoshenko & S. Krieger,

yn

0.6 0.7 0.8 0.9 1 1.2 1.4 20.074 0.088 0.097 0.107 0.112 0.12 0.126 0.132

#N/A#N/A

0

As per IS 800- 2007,Clause 8.2.1.2

SR NODESIGNATIONDimensions

MASS AREA D B

kg/m mm mm

1 2 3 4 5

UB203x133x25 25.1 32 203.4 133.2

UB203x133x30 30 38.2 206.8 133.9

UB254x146x31 31.1 39.7 251.4 146.1

UB254x146x37 37 47.2 256 146.4

UB254x146x43 43 54.8 259.6 147.3

UB305x165x40 40.3 51.3 303.4 165

UB305x165x46 46.1 58.7 306.6 165.7

UB305x165x54 54 68.8 310.4 166.9

UB356x171x57 57 85.5 358 172.2

UB406x178x54 54.1 69 402.6 177.7

UB406x178x60 60.1 76.5 406.4 177.9

UB406x178x67 67.1 85.5 409.4 178.8

UB406x178x74 74.2 94.5 412.8 179.5

UB533x210x101 101 139.867 536.7 210

UB610x229x101 101.2 129 602.6 227.6

UB610x229x113 113 144 607.6 228.2

UB610x229x125 125.1 159 612.2 229

UB610x229x140 139.9 178 617.2 230.2

UC152x152x23 23 29.2 152.4 152.4

UC152x152x30 30 38.3 157.6 152.9

UC152x152x37 37 47.1 161.8 154.4

UC203x203x46 46.1 58.7 203.2 203.6

UC203x203x52 52 66.3 206.2 204.3

UC203x203x60 60 76.4 209.6 205.8

UC203x203x71 71 90.4 215.8 206.4

UC203x203x86 86.1 113 222.2 209.1

UC254x254x107 107.1 136 266.7 258.8

UC254x254x132 132 168 276.3 261.3

UC254x254x167 167.1 213 289.1 265.2

cm2

UC254x254x73 73.1 93.1 254.1 254.6

UC254x254x89 88.9 113 260.3 256.3

UC305x305x118 117.9 150 314.5 307.4

UC305x305x137 136.9 174 320.5 309.2

UC305x305x158 158.1 201 327.1 311.2

UC305x305x198 198.1 252 339.9 314..5

UC305x305x240 240 306 352.5 318.4

UC305x305x283 282.9 360 365.3 322.2

UC305x305x97 96.9 123 307.9 305.3

WPB 600x300x128.79 128.79 164.1 571 300

WPB 600x300x177.77 177.77 226.5 590 300

WPB 600x300x211.92 211.92 270 600 300

WPB 600x300x285.47 285.47 363.7 620 305

WPB 700x300x149.89 149.89 190.9 670 300

WPB 700x300x204.48 204.48 260.5 690 300

WPB 700x300x240.51 240.51 306.4 700 300

WPB 700x300x300.67 300.67 383 716 304

UB457X152X52 66.6 449.8 152.4

UB457X152X60 76.2 454.6 152.9

UB457X191X67 85.5 453.4 189.9

UB457X152X67 85.6 458 153.8

UB457X152X74 94.5 462 154.4

UB457X191X74 94.6 457 190.4

UB457X191X82 104 460 191.3

UB457X152X82 105 465.8 155.3

UB457X191X89 114 463.4 191.9

UB457X191X98 125 467.2 192.8

Dimensions Sectional Properties

t T Flange Slope, Ix Iy

mm mm Max a, deg mm mm cm

6 7 8 9 10 11 12 13

5.7 7.8 7.6 2340 308 8.56

6.4 9.6 7.6 2896 385 8.71

6 8.6 7.6 4413 448 10.5

6.3 10.9 7.6 5537 571 10.83

7.2 12.7 7.6 6544 677 10.93

6 10.2 8.9 8503 764 12.87

6.7 11.8 8.9 9899 896 12.98

7.9 13.7 8.9 11700 1063 13.04

8.1 13 10.2 16040 1108 14.87

7.7 10.9 10.2 18720 1021 16.48

7.9 12.8 10.2 21600 1203 16.8

8.8 14.3 10.2 24330 1365 16.87

9.5 16 10.2 27310 1545 17

10.8 17.4 12.7 61520 2962 21.87

10.5 14.8 12.7 75780 2915 24.24

11.1 17.3 12.7 87320 3434 24.63

11.9 19.6 12.7 98610 3932 24.9

13.1 22.1 12.7 111800 4505 25.06

5.8 6.8 7.6 1250 400 6.54

6.5 9.4 7.6 1748 560 6.76

8 11.5 7.6 2210 706 6.85

7.2 11 10.2 4568 1548 8.82

7.9 12.5 10.2 5259 1778 8.91

9.4 14.2 10.2 6125 2065 8.96

10 17.3 10.2 7618 2537 9.18

12.7 20.5 10.2 9449 3127 9.28

12.8 20.5 12.7 17510 5928 11.35

15.3 25.3 12.7 22530 7531 11.58

19.2 31.7 12.7 30000 9870 11.87

R1 R2 rx

cm4 cm4

8.6 14.2 12.7 11410 3908 11.07

10.3 17.3 12.7 14270 4857 11.24

12 18.7 15.2 27670 9059 13.58

13.8 21.7 15.2 32810 10700 13.73

15.8 25 15.2 38750 12570 13.88

19.1 31.4 15.2 50900 16300 14.2

23 37.7 15.2 64200 20310 14.49

26.8 44.1 15.2 78870 24630 14.8

9.9 15.4 15.2 22250 7308 13.45

12 15.5 27 91872 6993.4 23.66

13 25 27 141208 11271.3 24.97

15.5 30 27 171041 15530.2 25.17

21 40 27 237447 18975.5 25.55

13 17 27 142721 7673.1 27.34

14.5 27 27 215301 12178.8 28.75

17 32 27 256888 14440.8 28.96

21 40 27 329278 18797.4 29.32

7.6 10.9 21370 645

8.1 13.3 25500 795

8.5 12.7 29380 1452

9 15 28930 913

9.6 17 32670 1047

9 14.5 33320 1671

9.9 16 37050 1871

10.5 18.9 36590 1185

10.5 17.7 41020 2089

11.4 19.6 45730 2347

Sectional Properties

Zx Zy

cm

14 15 16

3.1 230.3 46.2

3.17 280 57.6

3.36 351.1 61.3

3.48 432.6 78

3.52 504.1 92

3.86 560.5 92.6

3.9 645.7 108

3.93 754 127

3.91 896 128.7

3.85 930 115

3.97 1063 135

3.99 1189 153

4.04 1323 172

4.57 2292 256.4

4.75 2515 256

4.88 2874 301

4.97 3221 343

5.03 3622 391

3.7 164 52.55

3.83 221.3 73.3

3.87 273.2 91.5

5.13 449.6 152.1

5.18 510.1 174

5.2 584.4 200.7

5.3 706 245.9

5.34 850.3 299.1

6.59 1313 458

6.69 1631 576.4

6.81 2075 744.3

ry

cm3 cm3

6.48 898 307

6.55 1096 379

7.77 1760 589.4

7.83 2048 692.1

7.9 2369 807.8

8.04 2995 1037

8.15 3643 1276

8.27 4318 1529

7.69 1445 478.7

6.53 3217.9 466.2

7.05 4786.7 751.4

7.08 5701.4 902

7.22 7659.6 1244.3

6.34 4260.3 511.5

6.84 6240.6 811.9

6.87 7339.7 962.7

7.01 9197.7 1236.7

1096 133

1287 163

1471 237

1453 187

1627 213

1653 272

1831 304

1811 240

2014 338

2232 379

Compression 196.206tension 179.032

PASTE STAAD RESULT FOR PARTICULAR NODENode L/C Force-X kN Force-Y kN Force-Z kN

1 200 48.358 65.163 0201 45.862 63.599 0202 50.854 66.727 0203 31.984 43.249 -0.343204 48.663 65.395 0.412205 45.95 63.336 0206 50.766 66.991 0207 39.824 54.128 -0.004208 48.127 64.988 0.003209 1.128 6.931 0210 7.368 10.841 0211 3.866 8.597 -0.515212 4.629 9.176 0.515213 1.238 6.602 0214 7.257 11.171 0215 4.536 9.106 -0.004216 3.96 8.667 0.004

2 200 -47.073 91.316 0201 -49.404 92.88 0202 -44.742 89.752 0203 -31.636 61.071 -0.341204 -46.768 91.084 0.409205 -49.482 93.144 0206 -44.663 89.488 0207 -37.94 79.852 -0.005208 -47.304 91.492 0.004209 -5.771 37.048 0210 0.056 33.138 0211 -3.239 35.383 -0.511212 -2.476 34.803 0.511213 -5.87 37.377 0214 0.155 32.808 0215 -2.568 34.873 -0.006216 -3.147 35.312 0.005

8 200 48.403 65.198 0201 45.909 63.636 0202 50.897 66.761 0203 32.514 43.652 -0.786204 48.108 64.974 0.943

CLEAR PREVIOUS DATA

205 45.995 63.371 0206 50.81 67.026 0207 39.291 53.722 -0.005208 48.634 65.374 0.003209 1.169 6.963 0210 7.404 10.869 -0.001211 4.655 9.196 -1.18212 3.918 8.636 1.179213 1.278 6.632 0214 7.296 11.2 0215 3.998 8.696 -0.005216 4.575 9.136 0.004

9 200 -47.021 91.279 0201 -49.35 92.841 0202 -44.693 89.717 0203 -31.102 60.666 -0.783204 -47.316 91.503 0.94205 -49.431 93.106 0206 -44.612 89.452 0207 -38.47 80.255 -0.005208 -46.789 91.103 0.005209 -5.727 37.014 0210 0.094 33.109 0.001211 -2.448 34.781 -1.175212 -3.185 35.342 1.175213 -5.828 37.346 0214 0.195 32.777 0215 -3.106 35.281 -0.005216 -2.526 34.842 0.006

16 200 -172.172 188.131 -5.554201 -179.032 193.013 -5.504202 -165.311 183.25 -5.604203 -114.89 128.941 -7.061204 -172.041 183.907 -1.524205 -178.045 192.574 -5.553206 -166.298 183.689 -5.555207 -156.321 177.975 -13.84208 -172.377 179.949 1.759209 -102.775 92.315 -1.215210 -85.625 80.111 -1.339211 -94.364 91.494 -6.315212 -94.036 80.932 3.76213 -101.542 91.766 -1.276214 -86.858 80.659 -1.278215 -93.944 96.44 -10.419

216 -94.456 75.985 7.86423 200 -172.164 188.024 5.464

201 -178.662 192.74 5.503202 -165.666 183.307 5.425203 -114.659 121.823 0.285204 -172.304 192.255 9.494205 -178.038 192.467 5.463206 -166.289 183.58 5.465207 -156.823 157.413 -4.531208 -171.959 196.206 12.777209 -102.304 92.004 1.246210 -86.058 80.213 1.149211 -94.005 80.819 -3.84212 -94.357 91.398 6.235213 -101.524 91.663 1.196214 -86.838 80.554 1.199215 -94.437 75.881 -7.944216 -93.925 96.336 10.339

108 200 -9.562 54.674 -2.539201 -30.195 12.124 -2.772202 11.07 97.224 -2.305203 -7.514 61.056 -21.142204 -8.195 25.147 20.801205 -14.454 44.149 -2.537206 -4.67 65.2 -2.541207 -9.19 65.808 -10.734208 -10.102 43.666 4.027209 -36.861 -11.645 -2.771210 14.72 94.731 -2.187211 -12.78 78.453 -31.653212 -9.362 4.633 26.696213 -17.186 28.386 -2.476214 -4.956 54.7 -2.481215 -10.397 55.303 -10.686216 -11.745 27.783 5.729

110 200 -9.354 51.351 -0.013201 -27.861 13.041 -0.262202 9.153 89.661 0.236203 -5.095 9.63 -19.458204 -10.723 80.876 23.326205 -14.247 40.825 -0.015206 -4.462 61.877 -0.011207 -10.33 34.964 -8.233208 -8.815 62.359 6.553209 -33.996 -9.671 -0.386

210 12.272 86.105 0.236211 -9.15 1.311 -29.249212 -12.573 75.123 29.098213 -16.977 25.06 -0.078214 -4.747 51.374 -0.073215 -11.536 24.457 -8.283216 -10.188 51.977 8.132

50.897

29.098shear 50.897tension

PASTE STAAD RESULT FOR PARTICULAR NODEMoment-X Moment-Y Moment-Z kNm

0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0

0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0

0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0

0 0 00 0 00 0 00 0 00 0 00 0 00 0 0

-179.032