Beam Shear Tab

9141-001-R0

CLIENT

:

PROJECT:

INDIAN OIL CORPORATION LIMITED

REV

PREP. BY

DATE

CHKD. BY

DATE

O1

UAG

25/01/10

AMG

25/01/10

PARADIP REFINERY PROJECT

UNIT

:

000

TITLE

: DESIGN OF BEAM TO COLUMN END PLATE CONNECTION (SEISMIC)

CALCULATION NO :

.

PDRP270-8310-CA-000-0004

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

Main Beam

Fy =

250

N/mm

2

Fu =

410

N/mm

2

Connecting End Plate

Fy =

250

N/mm

2

Fu =

410

N/mm

2

 All structural bolts bolts Equivalent Equivalent to ASTM

8.8

All welding welding electrodes =

E70XX

INPUT PARAMETERS Load data:Applied Design Loads in kN Shear   Axial Lateral 60 600 15 Vv A Vh Data for connection

Permissible stresses

UC203X46 Supporting beam (mm) t tf (mm) (mm) (mm) d bf  w 203.2 203.6 7.2 11

Main beam Material Fu (N/mm2) Fy (N/mm2) 410 250

UC305X118 Supported column tf (mm) d (mm) bf  (mm) tw (mm) Z (mm3) 314.5 307.4 12 18.7 0

Secondary Beam Material

d' (mm) 277.1

Fu (N/mm2)

Fy (N/mm2)

410

250

9141-001-R0

CLIENT

:

PROJECT:

INDIAN OIL CORPORATION LIMITED

REV

PREP. BY

DATE

CHKD. BY

DATE

O1

UAG

25/01/10

AMG

25/01/10

PARADIP REFINERY PROJECT

UNIT

:

000

TITLE

: DESIGN OF BEAM TO COLUMN END PLATE CONNECTION (SEISMIC)

CALCULATION NO :

PDRP270-8310-CA-000-0004

bf = 307.4 tw=12

Ed=48 S=90 A

S=90

A end plate

S=90 tp=30 tf =18.7 g = 100 end plate

Fillet weld

CONNECTION DESIGN CALCULATION 1] Capacity of Bolts No of bolts/row No. of bolts provided Nb = Resultant Shear force in bolt

=

Connecting beam Section A-A

2 4 2

bolts 2

Vv + Vh

=

61.85

N/mm

9141-001-R0

CLIENT

:

PROJECT:

INDIAN OIL CORPORATION LIMITED

REV

PREP. BY

DATE

CHKD. BY

DATE

O1

UAG

25/01/10

AMG

25/01/10

PARADIP REFINERY PROJECT

UNIT

:

000

TITLE

: DESIGN OF BEAM TO COLUMN END PLATE CONNECTION (SEISMIC)

CALCULATION NO :

PDRP270-8310-CA-000-0004

3] Bolt Bearing Capacity at end plate Bearing capacity

 Actual Bearing capacity

Rp

= =

Rp

1.2 x Fup x tp x db x Nb 1416.96 kN ( Le / 2 db ) x Fup x db x tp x Nb = 1180.8 kN

>61.85

kN

SAFE

>61.85 kN <1416.96kN

SAFE OK

=

4] Gross shear capacity of end plate Gross shear area Avg = = Gross shear capacity Rvg = =

2 x[ ((Nr-1) x S) + ( 2 x Ed)] x tp 2 11160.0 mm 0.4 x Fy x Avg 1116.0 kN

>61.85

kN

SAFE

5] Net shear capacity of end plate Net shear area Avn = = Net shear capacity Rvn = =

Avg - (Nb x d'h x tp ) 2 mm 7680.0 0.3 x Fup x Avn 944.64 kN

>61.85

kN

SAFE

6] Block shear capacity of end plate Block shear area in shear Av = =

2 x ((dp-Ed)-((Nr-1) x d'h + d'h/2)) x tp mm 2910

9141-001-R0

CLIENT

:

PROJECT:

INDIAN OIL CORPORATION LIMITED

REV

PREP. BY

DATE

CHKD. BY

DATE

O1

UAG

25/01/10

AMG

25/01/10

PARADIP REFINERY PROJECT

UNIT

:

000

TITLE

: DESIGN OF BEAM TO COLUMN END PLATE CONNECTION (SEISMIC)

CALCULATION NO :

9] Check for weld on beam web Fillet weld size, (w) Effective weld size w' = 0.49 x tw Min weld size = w (min) = 0.3125 in.

=

mm mm

mm < 8 mm w(min) = Min. fillet weld size from AISC-ASD Table J2.4, page 5-67

Weld Material used E70XX Fuw For E70XX Allowable shear stress fv

Force along the weld line Force parpandicular to weld line

Fx Fy

=

8 5.88 7.938

PDRP270-8310-CA-000-0004

482.3 = 0.3 x Fuw = 144.69 =

= =

30 300

N/mm

2

N/mm

kN on each side kN on each side

 Available length of weld on each side = L

=

140

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 Required weld size

= =

14.89 21.06

mm mm

10] Check for prying action

mm

L

SAFE

9141-001-R0

CLIENT

:

PROJECT:

INDIAN OIL CORPORATION LIMITED

REV

PREP. BY

DATE

CHKD. BY

DATE

O1

UAG

25/01/10

AMG

25/01/10

PARADIP REFINERY PROJECT

UNIT

:

000

TITLE

: DESIGN OF BEAM TO COLUMN END PLATE CONNECTION (SEISMIC)

CALCULATION NO :

PDRP270-8310-CA-000-0004

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

Moment due to tensile force acting at the center of the bolt columns

w

=

M

= w*g/4 =

Thickness required tp

4285.71 N/mm or w*g/4/2.. If stiffned

53571.4 Nmm/mm

=

6M Fup

=

28

< 30

mm

mm

12] Check of column web for combined forces

Length of beam web welded to end plate

L

=

140

mm

Thickness of the web of beam

twb

=

12

mm

 Axial force in beam web

P

=

600

H

KN V

SAFE

PROPERTIES AS PER IS 12778-2001/ IS 808 Des ignation

weight per wei ght per sec ti onal Depth of meter meter area section w w A h kg KN cm2 mm WPB600X178 177.77 1.744 226.5 590 WPB700x241 240.51 2.359 306.4 700 WPB700X204 204.48 2.006 260.5 690 WPB700X301 300.67 2.950 383 716 WPB800X317 317.35 3.113 404.3 814 WPB900X333 333 3.267 910 WPB700x150 149.89 1.470 190.9 670 WPB700X301+ 437.67 4.294 383.0175 766 UC305X118 1117.9 10.967 150.2 315 UC254X89 88.9 0.872 113.3 260 UC254X73 73.1 0.717 93.1 254 UC203X60 60 0.589 76.27 210 UC203X46 46.1 0.452 58.73 203 0.000 ISMB100 8.9 0.087 11.4 100 ISMB125 13.3 0.130 17 125 ISMB150 15 0.147 19.1 150 ISMB175 19.6 0.192 25 175 ISMB200 24.2 0.237 30.8 200 ISMB225 31.1 0.305 39.7 225 ISMB250 37.3 0.366 47.5 250 ISMB300 46 0.451 58.6 300 ISMB350 52.4 0.514 66.7 350 ISMB400 61.5 0.603 78.4 400 ISMB450 72.4 0.710 92.2 450 ISMB500 86.9 0.852 111 500 ISMB550 104 1.020 132 550 ISMB600 123 1.207 156 600

W idth of flange b mm 300 300 300 304 303 302 300 350 307.4 256.3 254.6 205.8 203.6 50 70 75 85 100 110 125 140 140 140 150 180 190 210

Thk of flange tf mm 25 32 27 40 40 40 17 65 18.7 17.3 12.7 14.2 11

Thk of web tw' mm 13 17 14.5 21 21 27 13 21 12 10.3 8.6 9.4 7.2

7 8 8 9 10 11.8 12.5 13.1 14.2 16 17.4 17.2 19.3 20.3

4.7 5 5 5.8 5.7 6.5 6.9 7.7 8.1 8.9 9.4 10.2 11.2 12

Moment of ineti a

Radii of gyration

Ixx Iyy rxx cm4 cm4 cm 141208 11271.3 24.97 256888 14440.8 28.96 215301 12178.8 28.75 329278 18797.4 29.32 442598 18627.4 33.09 570400 18450 36.7 142721 7673.1 27.34 335494.1 36661.98 29.59601

183 445 718 1260 2120 3440 5130 8990 13600 20500 30400 45200 64900 91800

12.9 38.5 46.8 76.7 137 218 335 486 538 622 834 1370 1830 2650

4 5.16 6.13 7.13 8.29 9.31 10.4 12.4 14.3 16.2 18.2 20.2 22.2 24.2

ryy cm 7.05 6.87 6.84 7.01 6.79 6.6 6.34 9.7836

1.05 1.51 1.57 1.76 2.11 2.34 2.65 2.86 2.84 2.82 3.01 3.52 3.73 4.12

Moduli of sec ti on (ELASTIC) Zxx Zyy cm3 cm3 4786.7 751.4 7339.7 962.7 6240.6 811.9 9197.7 1236.7 10874.6 1229.5 12540 1222 4260.3 511.5 8759.638 2094.97

36.6 71.2 95.7 144 212 306 410 599 779 1020 1350 1810 2360 3060

5.16 11 12.5 18 27.4 9.7 53.5 69.5 76.8 88.9 111 152 193 252

ISMC75 ISMC100 ISMC125 ISMC150 ISMC175 ISMC200 ISMC225 ISMC250 ISMC300 ISMC350 ISMC400

7.14 9.56 13.1 16.8 19.6 22.3 26.1 30.6 36.3 42.7 50.1

0.070 0.094 0.129 0.165 0.192 0.219 0.256 0.300 0.356 0.419 0.491

9.1 12.2 16.7 21.3 24.9 28.5 33.3 39 46.3 54.4 63.8

75 100 125 150 175 200 225 250 300 350 400

40 50 65 75 75 75 80 80 90 100 100

7.5 7.7 8.2 9 10.2 11.4 12.4 14.1 13.6 13.5 15.3

4.8 5 5.3 5.7 6 6.2 6.5 7.2 7.8 8.3 8.8

78.5 192 425 788 1240 1830 2710 3880 6420 10000 15200

12.9 26.7 61.1 103 122 141 188 211 313 434 508

2.94 3.97 5.05 6.08 7.04 8.02 9.02 9.92 11.8 13.6 15.4

1.19 1.48 1.91 2.2 2.21 2.22 2.37 2.37 2.6 2.82 2.82

20.9 33.5 68.1 105 141 181 241 307 428 576 760

4.81 7.71 13.4 19.5 23 26.4 33 38.5 47.1 57.3 67

Moduli of section (PLASTIC) Zpx Zpy cm3 cm3 5350.67 1155.7 8327.47 1495.09 7032.16 1256.78 10539.23 1928.83 12488.19 1930.45 14384.86 1912.289 4840.47 799.75 10037.27 3267.439

Root Radius R mm 27 27 27 27 30 30 27 27

ct or a mm 8 9 9 9 9 9 9 9 7 7 7 6 6

References : ISO 898 -1 : 1999

Grade Tensile strength 3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9

Rm,nom 300 400 400 500 500 600 800 900 1000 1200

Nominal Lower Yield Stress OR Stress at 0.2 % proportional elongation ReL,nom / Rp0.2,nom 180 240 320 300 400 480 640 720 900 1080

Tensile strength Rm,min 330 400 420 500 520 600 800 900 1040 1220

Minimum Lower Yield Stress OR Stress at 0.2 % proportional elongation ReL,min / Rp0.2,min 190 240 340 300 420 480 640 720 940 1100

Max Permissible Stresses Axial Tension

Shear

Bearing

Fat 134.00 170.00 170.00 210.00 303.83 351.00 400.00 450.00 500.00 586.00

Fv 110.00 140.00 140.00 190.00 250.00 250.00 250.00 280.00 310.00 363.00

Fv 385.00 385.00 385.00 510.00 510.00 510.00 590.00 590.00 590.00 590.00

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 --- the second figure indicates 10times the ratio between lower yield stress R eL ( or stress at 0.2% nonproportional elongation Rp0.2 ) and nominal tensile strength Rm,nom (Yield stress ratio) 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

For bolts in clearance holes

Bolt

M10 M10X1 M10X1.25 M12 M12X1.25 M12X1.5 M14 M14X1.5 M16 M16X1.5 M18 M18X1.5 M20 M20X1.5 M22 M22X1.5 M24 M24X2 M27 M27X2 M3 M3,5 M30 M30X2 M33

 Axial Tension

stf 

120

M33X2

Shear 

ttf 

80

M36

Bearing

spf 

250

M36X2 M39 M39X2 M4 M5 M6 M7 M8 M8X1

Nominal Stress area 58.00 64.50 61.20 84.30 92.10 88.10 115.00 125.00 157.00 167.00 192.00 216.00 245.00 272.00 303.00 333.00 353.00 384.00 459.00 496.00 5.03 6.78 561.00 621.00 694.00

761.00 817.00 865.00 976.00 1030.00 8.78 14.20 20.10 28.90 36.60 39.20