INDIAN OIL CORPORATION LIMITED

PARADIP REFINERY PROJECT

000

DESIGN OF BEAM TO COLUMN

END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG

PDRP270-8310-CA-000-0004

1.0 BEAM TO COLUMN END PLATE SHEAR CONNECTION(Using End plate bolted to Main column Web)

Main Beam Fy = 250 Fu = 410

Connecting End Plate Fy = 250 Fu = 410

All structural bolts Equivalent to ASTM 8.8 All welding electrodes = E70XX

INPUT PARAMETERSLoad data:-Applied Design Loads in kN

Shear Axial Lateral60 600 15

Vv A Vh

Data for connection Permissible stresses

Supporting beam UC203X46 Main beam Material

203.2 203.6 7.2 11 410 250

Supported column UC305X118 Secondary Beam Material

314.5 307.4 12 18.7 277.1 410 250

Bolts Class 8.8 Size M24 - 4 Nos Bolt Material

24 27 361.728 48 90 29 800 250

Cope dimensions Fillet weld Electrode

2 100 35 0 150 E70XX 144.69

End plate Plate material

200 140 30 12 410 250

Section can accommodate provided number of bolts

CONNECTION IS UNSAFE

N/mm2 N/mm2

N/mm2 N/mm2

d (mm) bf (mm) tw (mm) tf (mm) Fu (N/mm2) Fy (N/mm2)

d (mm) bf (mm) tw (mm) tf (mm) Z (mm3) d' (mm) Fu (N/mm2) Fy (N/mm2)

Dia (mm) Hole (mm) Area (mm2) Ed (mm) S (mm) d'h (mm) Fat (N/mm2) Fv (N/mm2)

Nr (No) g (mm) n1 (mm) max n2 (mm) max Nt (mm) max. Fv (N/mm2)

bp (mm) dp (mm) tp (mm) ts (mm) Fup (N/mm2) Fyp (N/mm2)

CLIENT :

PROJECT:UNIT : TITLE :

CALCULATION NO :

REV PREP. BYDATE CHKD. BY

9141-001-R0

INDIAN OIL CORPORATION LIMITED

PARADIP REFINERY PROJECT

000

DESIGN OF BEAM TO COLUMN

END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG

PDRP270-8310-CA-000-0004

CLIENT :

PROJECT:UNIT : TITLE :

CALCULATION NO :

REV PREP. BYDATE CHKD. BY

9141-001-R0

bf = 307.4tw=12

Ed=48S=90

S=90 Aend plate

S=90tp=30

tf =18.7g = 100

end plate Fillet weld

CONNECTION DESIGN CALCULATIONConnecting beam

1] Capacity of Bolts No of bolts/row 2 Section A-ANo. of bolts provided Nb = 4 bolts

Resultant Shear force in bolt = = 61.85

a) Shear Capacity of bolts

Actual Shear stress in bolt fv = Vr / ( Ab x Nb )= 42.75 <250

b) Tension Capacity of bolts

Allowable ult tensile stress ft = 576.00=

Total tension capacity T = 833.43 kN >600 kN

2] Bolt Bearing Capacity of main beam web

Bearing capacity Rp = 1.2 x Fu x tw x db x Nb= 340.07 kN

Bearing capacity by Rp = ( Le / 2 db ) x Fu x tf x db x Nb where Le = (bf - g) / 2considering edge dist. = 467.24 kN

>61.85 kN

Vv2 + Vh2 N/mm2

N/mm2 N/mm2

N/mm2

INDIAN OIL CORPORATION LIMITED

PARADIP REFINERY PROJECT

000

DESIGN OF BEAM TO COLUMN

END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG

PDRP270-8310-CA-000-0004

CLIENT :

PROJECT:UNIT : TITLE :

CALCULATION NO :

REV PREP. BYDATE CHKD. BY

9141-001-R0

3] Bolt Bearing Capacity at end plate

Bearing capacity Rp = 1.2 x Fup x tp x db x Nb= 1416.96 kN >61.85 kN

Actual Bearing capacity Rp = ( Le / 2 db ) x Fup x db x tp x Nb= 1180.8 kN >61.85 kN

<1416.96 kN

4] Gross shear capacity of end plateGross shear area Avg = 2 x[ ((Nr-1) x S) + ( 2 x Ed)] x tp

= 11160.0Gross shear capacity Rvg = 0.4 x Fy x Avg

= 1116.0 kN >61.85 kN

5] Net shear capacity of end plateNet shear area Avn = Avg - (Nb x d'h x tp )

= 7680.0Net shear capacity Rvn = 0.3 x Fup x Avn

= 944.64 kN >61.85 kN

6] Block shear capacity of end plateBlock shear area in shear Av = 2 x ((dp-Ed)-((Nr-1) x d'h + d'h/2)) x tp

= 2910Area in Tension At = (bp-g-dh) x tp

= 2190.0Block shear capacity Rbs = 0.30 x Fup x Av + 0.5 x Fup x At

= 806.88 kN >61.85 kN

7] Block shear capacity of end plate in lateral directionBlock shear area in tension,At = 2 x ((dp-Ed)-((Nr-1) x d'h + d'h/2)) x tp

= 2910Area in shear Av = (bp-g-dh) x tp

= 2190.0

Block shear capacity Rbl == 861.13 kN >61.85 kN

8] Gross shear Capacity of supported beamGross shear area Avg = d' x tw

= 3325.20Gross shear capacity Rvg = 0.4 x Fy x Avg

= 332.5 kN >61.85 kN

mm2

mm2

mm2

mm2

mm2

mm2

( 0.30 x Fup x Av + 0.5 x Fup x At )x( 1 - (R/Rbs)2)

Refer check 14 on Pg. 6 for Von Mises stressmm2

INDIAN OIL CORPORATION LIMITED

PARADIP REFINERY PROJECT

000

DESIGN OF BEAM TO COLUMN

END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG

PDRP270-8310-CA-000-0004

CLIENT :

PROJECT:UNIT : TITLE :

CALCULATION NO :

REV PREP. BYDATE CHKD. BY

9141-001-R0

9] Check for weld on beam webFillet weld size, (w) = 8 mmEffective weld size w' = 0.49 x tw 5.88 mmMin weld size = w (min) = 0.3125 in. = 7.938 mm < 8 mm

w(min) = Min. fillet weld size from AISC-ASD Table J2.4, page 5-67

Weld Material used E70XX Fuw = 482.3For E70XX Allowable shear stress fv = 0.3 x Fuw

= 144.69

Force along the weld line Fx = 30 kN on each sideForce parpandicular to weld line Fy = 300 kN on each side L

Available length of weld on each side = L = 140 mm

Stress along the weld qx = Fx / L = 0.215 kN/mm

Stress parpandicular to weld qy = Fy / L = 2.143 kN/mm

Resultant stress = qa = sqrt (qx^2 + qy^2) = 2.154 kN/mm

Reqd. eff. thickness of weld throat = qa/ fv = 14.89 mmRequired weld size = 21.06 mm

10] Check for prying actiond

d/2Applied tension per bolt T = 150.00 kNAllowable tension per bolt B = 289.38 kN R + P

b' a'Plate thickness required to develop T kNtension in bolts with no prying action b a

= 8 T b'

b' = g/2 - tw/2-dh/2 = 0 mm .. Without stiffner 2Rb' = (g/2 - tw/2-dh/2)/2 = 15.25 mm .. With Stiffnerp = Min. of: S or S/2+Ed = 90 mm ( to each bolt)

< 30 mm

Hence thickness reqd. tp = 22.270 mm

N/mm2

N/mm2

tp

p Fup

INDIAN OIL CORPORATION LIMITED

PARADIP REFINERY PROJECT

000

DESIGN OF BEAM TO COLUMN

END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG

PDRP270-8310-CA-000-0004

CLIENT :

PROJECT:UNIT : TITLE :

CALCULATION NO :

REV PREP. BYDATE CHKD. BY

9141-001-R0

11] Check for bending under tensile force for end plate

Axial force carried by end plate F = 600 kN

Force per meter actiong on plate centre line = F/dp

w = 4285.714 N/mm

Moment due to tensile force acting M = w*g/4 or w*g/4/2.. If stiffnedat the center of the bolt columns

= 53571.43 Nmm/mm

Thickness required tp = 6 MFup

= 28 mm < 30 mm

12] Check of column web for combined forces

Length of beam web welded to L = 140 mmend plate

HThickness of the web of beam twb = 12 mm

Axial force in beam web P = 600 KNV

Vertical shear in beam web V = 60 KNP

Lateral shear in beam web H = 15 KN

Resultant shear in beam web R = 61.85 KN

Axial stress in beam web p = P/(L x tb)

= 357.1428571

Shear stress in beam web v = R/(L x tb)

= 36.81547619

Principal stressess1 = p/2 + (p/2)^2 + v^2

= 360.9

s2 = p/2 - (p/2)^2 + v^2

= -3.76

s3 = 0

Resultant stress in beam web fv =( As per Von Mises criterion )

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

0.5 x sqrt( (s1-s2)2 + (s2-s3)2 + (s3-s1)2 )

INDIAN OIL CORPORATION LIMITED

PARADIP REFINERY PROJECT

000

DESIGN OF BEAM TO COLUMN

END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG

PDRP270-8310-CA-000-0004

CLIENT :

PROJECT:UNIT : TITLE :

CALCULATION NO :

REV PREP. BYDATE CHKD. BY

9141-001-R0

= 256.53 > Fy 250N/mm2 N/mm2

25/01/10

PDRP270-8310-CA-000-0004

Permissible stresses

Main beam Material

250

Secondary Beam Material

250

250

144.69

Plate material

250

N/mm2

N/mm2

Fy (N/mm2)

Fy (N/mm2)

Fv (N/mm2)

Fv (N/mm2)

Fyp (N/mm2)

DATE CHKD. BY

9141-001-R0

25/01/10

PDRP270-8310-CA-000-0004

DATE CHKD. BY

9141-001-R0

A

Connecting beam

SAFE

SAFE

where Le = (bf - g) / 2

SAFE

25/01/10

PDRP270-8310-CA-000-0004

DATE CHKD. BY

9141-001-R0

SAFE

SAFEOK

SAFE

SAFE

SAFE

SAFE

SAFE

Refer check 14 on Pg. 6 for Von Mises stress

25/01/10

PDRP270-8310-CA-000-0004

DATE CHKD. BY

9141-001-R0

SAFE

P

SAFE

25/01/10

PDRP270-8310-CA-000-0004

DATE CHKD. BY

9141-001-R0

SAFE

25/01/10

PDRP270-8310-CA-000-0004

DATE CHKD. BY

9141-001-R0

UNSAFE

PROPERTIES AS PER IS 12778-2001/ IS 808

Designation weight per weight per sectional Depth of Width of Thk of Thk of Moment of inetia Radii of gyrationmeter meter area section flange flange web

w w A h b tf tw' Ixx Iyy rxx ryykg KN cm2 mm mm mm mm cm4 cm4 cm cm

WPB600X178 177.77 1.744 226.5 590 300 25 13 141208 11271.3 24.97 7.05WPB700x241 240.51 2.359 306.4 700 300 32 17 256888 14440.8 28.96 6.87WPB700X204 204.48 2.006 260.5 690 300 27 14.5 215301 12178.8 28.75 6.84WPB700X301 300.67 2.950 383 716 304 40 21 329278 18797.4 29.32 7.01WPB800X317 317.35 3.113 404.3 814 303 40 21 442598 18627.4 33.09 6.79WPB900X333 333 3.267 910 302 40 27 570400 18450 36.7 6.6WPB700x150 149.89 1.470 190.9 670 300 17 13 142721 7673.1 27.34 6.34WPB700X301+350 437.67 4.294 383.0175 766 350 65 21 335494.146 36661.9833 29.5960099 9.78359957UC305X118 1117.9 10.967 150.2 315 307.4 18.7 12UC254X89 88.9 0.872 113.3 260 256.3 17.3 10.3UC254X73 73.1 0.717 93.1 254 254.6 12.7 8.6UC203X60 60 0.589 76.27 210 205.8 14.2 9.4UC203X46 46.1 0.452 58.73 203 203.6 11 7.2

0.000ISMB100 8.9 0.087 11.4 100 50 7 4.7 183 12.9 4 1.05ISMB125 13.3 0.130 17 125 70 8 5 445 38.5 5.16 1.51ISMB150 15 0.147 19.1 150 75 8 5 718 46.8 6.13 1.57ISMB175 19.6 0.192 25 175 85 9 5.8 1260 76.7 7.13 1.76ISMB200 24.2 0.237 30.8 200 100 10 5.7 2120 137 8.29 2.11ISMB225 31.1 0.305 39.7 225 110 11.8 6.5 3440 218 9.31 2.34ISMB250 37.3 0.366 47.5 250 125 12.5 6.9 5130 335 10.4 2.65ISMB300 46 0.451 58.6 300 140 13.1 7.7 8990 486 12.4 2.86ISMB350 52.4 0.514 66.7 350 140 14.2 8.1 13600 538 14.3 2.84ISMB400 61.5 0.603 78.4 400 140 16 8.9 20500 622 16.2 2.82ISMB450 72.4 0.710 92.2 450 150 17.4 9.4 30400 834 18.2 3.01ISMB500 86.9 0.852 111 500 180 17.2 10.2 45200 1370 20.2 3.52ISMB550 104 1.020 132 550 190 19.3 11.2 64900 1830 22.2 3.73ISMB600 123 1.207 156 600 210 20.3 12 91800 2650 24.2 4.12

ISMC75 7.14 0.070 9.1 75 40 7.5 4.8 78.5 12.9 2.94 1.19ISMC100 9.56 0.094 12.2 100 50 7.7 5 192 26.7 3.97 1.48ISMC125 13.1 0.129 16.7 125 65 8.2 5.3 425 61.1 5.05 1.91ISMC150 16.8 0.165 21.3 150 75 9 5.7 788 103 6.08 2.2ISMC175 19.6 0.192 24.9 175 75 10.2 6 1240 122 7.04 2.21ISMC200 22.3 0.219 28.5 200 75 11.4 6.2 1830 141 8.02 2.22ISMC225 26.1 0.256 33.3 225 80 12.4 6.5 2710 188 9.02 2.37ISMC250 30.6 0.300 39 250 80 14.1 7.2 3880 211 9.92 2.37ISMC300 36.3 0.356 46.3 300 90 13.6 7.8 6420 313 11.8 2.6ISMC350 42.7 0.419 54.4 350 100 13.5 8.3 10000 434 13.6 2.82ISMC400 50.1 0.491 63.8 400 100 15.3 8.8 15200 508 15.4 2.82

Moduli of section Moduli of section Root(ELASTIC) (PLASTIC) Radius

Zxx Zyy Zpx Zpy R ct or acm3 cm3 cm3 cm3 mm mm

4786.7 751.4 5350.67 1155.7 27 87339.7 962.7 8327.47 1495.09 27 96240.6 811.9 7032.16 1256.78 27 99197.7 1236.7 10539.23 1928.83 27 9

10874.6 1229.5 12488.19 1930.45 30 912540 1222 14384.8628 1912.2886 30 94260.3 511.5 4840.47 799.75 27 9

8759.63827 2094.97048 10037.2748 3267.43907 27 977766

36.6 5.1671.2 1195.7 12.5144 18212 27.4306 9.7410 53.5599 69.5779 76.8

1020 88.91350 1111810 1522360 1933060 252

20.9 4.8133.5 7.7168.1 13.4105 19.5141 23181 26.4241 33307 38.5428 47.1576 57.3760 67

References : ISO 898 -1 : 1999

Grade Nominal Minimum Max Permissible Stresses

Shear Bearing

Fat Fv Fv3.6 300 180 330 190 134.00 110.00 385.004.6 400 240 400 240 170.00 140.00 385.004.8 400 320 420 340 170.00 140.00 385.005.6 500 300 500 300 210.00 190.00 510.005.8 500 400 520 420 303.83 250.00 510.006.8 600 480 600 480 351.00 250.00 510.008.8 800 640.000000000001 800 640 400.00 250.00 590.009.8 900 720.000000000001 900 720 450.00 280.00 590.00

10.9 1000 900 1040 940 500.00 310.00 590.0012.9 1200 1080 1220 1100 586.00 363.00 590.00

3 Designation system (pg 2)The property class symbol consists of two figures: --- the first figure indicates 1/100 of the nominal tensile strength in newtons per square millimeters

Cl. 8.9.4.3 (pg95)The permissible stress in a bolt (other than a high strength friction grip bolt) of property clss higher than 4.6 shall be those given in Table 8.1 multiplied by the ratio of its yield stress or 0.2 percent proof stress or 0.7 times its tensile strength whichever is lesser, to 235 Mpa

From Table 8.1 For Class 4.6

Tensile strength

Lower Yield Stress OR Stress at 0.2 % proportional elongation

Tensile strength

Lower Yield Stress OR Stress at 0.2 % proportional elongation

Axial Tension

Rm,nom ReL,nom / Rp0.2,nom Rm,min ReL,min / Rp0.2,min

--- the second figure indicates 10times the ratio between lower yield stress ReL ( or stress at 0.2% nonproportional elongation

Rp0.2 ) and nominal tensile strength Rm,nom (Yield stress ratio)

For bolts in clearance holes

Axial Tension 120

Shear 80

Bearing 250

stf

ttf

spf

Bolt

M10 58.00M10X1 64.50

M10X1.25 61.20M12 84.30

M12X1.25 92.10M12X1.5 88.10

M14 115.00M14X1.5 125.00

M16 157.00M16X1.5 167.00

M18 192.00M18X1.5 216.00

M20 245.00M20X1.5 272.00

M22 303.00

M22X1.5 333.00

M24 353.00

M24X2 384.00M27 459.00

M27X2 496.00M3 5.03

M3,5 6.78M30 561.00

M30X2 621.00

Nominal Stress area

M33 694.00

M33X2 761.00

M36 817.00

M36X2 865.00

M39 976.00M39X2 1030.00

M4 8.78M5 14.20M6 20.10M7 28.90M8 36.60

M8X1 39.20