INDIAN OIL CORPORATION LIMITED PARADIP REFINERY PROJECT 000 DESIGN OF BEAM TO COLUMN END PLATE CONNECTION (SEISMIC) O1 UAG 25/01/10 AMG 25/ PDRP270-8310-CA-000-0 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 t 8.8 All welding electrodes E70XX INPUT PARAMETERS Load data:- Applied Design Loads in k Shear Axial Lateral 60 600 15 Vv A Vh Data for connection Permissible stress Supporting beam UC203X46 Main beam Material 203.2 203.6 7.2 11 410 250 Supported column UC305X118 Secondary Beam Mater 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/mm 2 N/mm 2 N/mm 2 N/mm 2 d (mm) bf (mm) tw (mm) tf (mm) Fu (N/mm 2 ) Fy (N/mm 2 d (mm) bf (mm) tw (mm) tf (mm) Z (mm 3 ) d' (mm) Fu (N/mm 2 ) Fy (N/mm 2 Dia (mm) Hole (mm) Area (mm 2 ) Ed (mm) S (mm) d'h (mm) Fat (N/mm 2 ) Fv (N/mm 2 Nr (No) g (mm) n1 (mm) max n2 (mm) max Nt (mm) max. Fv (N/mm bp (mm) dp (mm) tp (mm) ts (mm) Fup (N/mm 2 ) Fyp (N/mm CLIENT : PROJECT: UNIT : TITLE : CALCULATION NO : REV PREP. BY DATE DA CHKD. BY 9141-001
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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)
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
M162
TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size of Thicker Part Joined (inch.) Fillet Weld (inch.) To 1/4 inclusive 1/8 Over 1/4 to 1/2 3/16 Over 1/2 to 3/4 1/4 Over 3/4 5/16
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
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