Rb5-Tbi Br3 Double & Tb1 Br3 Single
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Transcript of Rb5-Tbi Br3 Double & Tb1 Br3 Single
7/27/2019 Rb5-Tbi Br3 Double & Tb1 Br3 Single
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Sheet of
Job No Designed by
PROJECT Steefna
NAKILAT-SHIPYARD-DEPOT STORES Date Checked by
Subject Soundar
STEEL TO STEEL CONNECTION RB5 Reference
EVERSENDAI ENGINEERING L.L.C.
September 3, 2008
SENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAI
SAFE
Safe 0.38 Shear capacity of one bolt Ps = 91.89 kN > ( T/n ) ( 35.0 )
Safe 0.40 Bearing capacity of one bolt Pb = 88.00 kN > ( T/n ) ( 35.0 )
Safe 0.25 Tension capacity of gusset plate Pt = 569.25 kN > ( T ) ( 140.0 )
Safe 0.73 Compression capacity of gusset plate Pc = 211.24 kN > ( C ) ( 155.0 )
Safe 0.38 Block shear capacity of gusset plate Pr = 371.36 kN > ( T ) ( 140.0 )
Safe 0.42 Tying capacity of supporting column web Ptw = 150.45 kN > ( Fv ) ( 62.7 )
Safe 0.43 Tying capacity of fin plate of TB1 Ptw = 289.26 kN > ( Fh ) ( 125.2 )
Safe 0.12 Interaction check for weld between column web and gusset
Safe 0.87 Interaction check for weld between fin plate of TB3 and gusset
Safe 0.24 Capacity of weld between punch-thro. Plate and CHS brace Fwf = 594 kN > ( T ) ( 140.0 )
0.87
Beam web
Finplate of
Tie beam TB1-Bracing BR3
7/27/2019 Rb5-Tbi Br3 Double & Tb1 Br3 Single
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Sheet of
Job No Designed by
PROJECT Steefna
NAKILAT-SHIPYARD-DEPOT STORES Date Checked by
Subject Soundar
STEEL TO STEEL CONNECTIONS RB5 Reference
Input Data: PLAN BRACINGS BR3 CONNECTING TO WEB OF TIE BEAM TB1
( I ) Section Properties:
D 254.1 219.1 219.1 mm
B 254.6 219.1 219.1 mm
A 93.1 53.1 53.1 cm2
t w 8.6 8 8 mm
tf 14.2 8 8 mm
r 12.7 - - mm
d 200.3 - - mm
Grade of material = S 355
Allowable stress in steel py = 345 N/mm2
Allowable stress in weld p w = 250 N/mm2
Weld size between beam and gusset plate s w = 8 mm
Weld size between fin plate and Brace s wf = 8 mm
Gusset plate Thickness tg = 12 mm
Depth (@ fixity) Dp = 599 mm
Depth (Whitmore section) Dp1 = 393 mm
Area (@ fixity) Ap = 7188 mm2
Area (@Whitmore secion) Ap1 = 4716 mm2
Fin plate tf = 12.0 mm
Diameter of bolt db = 20 mm
Abnet = 245.0 mm2
Abgross = 314.2 mm2
Diameter of bolt hole dh = 22 mm
Grade of bolt = 8.8
Number of bolt rows nr = 2
Number of bolt columns nc = 2
Total number of bolts nb = 4
Spacing of bolt columns g = 100 mm
Spacing of bolt rows p = 60 mm
Edge distance of gusset plate e = 40 mm
No. of shear planes Ns = 1
Buckling length L1 = 218 mm
Buckling length L2 218 mm
Angle of inclination of brace 1 from horizontal θ1 = 45 degree
Angle of inclination of brace 2 from horizontal θ2 = 45 degree
Shear Bearing Tension
375 1000 560
- 550 -
( II ) Member Forces: (Ultimate forces)
Description Brace1 Brace2
Tensile force (T) 140 140
Compression force ( C ) 155 155
September 3, 2008
Description
Bolt
Plate
Allowable stress (N/mm2 )
EVERSENDAI ENGINEERING L.L.C.
Member
Brace 1Member
Properties
Units Tie beam
CHS
219x8
Brace 2
UC 245x254x73
CHS
219x8
SENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAI
Ti b TB1 B i BR3
7/27/2019 Rb5-Tbi Br3 Double & Tb1 Br3 Single
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Sheet of
Job No Designed by
PROJECT Steefna
NAKILAT-SHIPYARD-DEPOT STORES Date Checked by
Subject Soundar
STEEL TO STEEL CONNECTIONS RB5 Reference
September 3, 2008
EVERSENDAI ENGINEERING L.L.C.SENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAI
( III ) Detailed Design
( i ) Check for bolts
Shear strength of bolt ps = 375.0 Mpa (Table 30 of BS 5950:Part I:2000)
Bearing strength of bolt pbb = 1000.0 Mpa (Table 31 of BS 5950:Part I :2000)
Bearing strength of plate = 550.0 Mpa (Table 32 of BS 5950:Part I:2000)
Tensile strength of bolt pt = 560.0 Mpa (Table 34 of BS 5950:Part I:2000)
Force/bolt T/bolt = 35 kN
Shear capacity of one bolt Ps = Ns * ps * Abnet (Ref 6.3.2.1 of BS 5950:Part I-2000)
= 92 kN
Bearing capacity of one bolt Pbb = db * t * pbb (Ref 6.3.3 of BS 5950:Part I-2000)
t - least thickness of connected parts = 8.0 mm
pbb - minimum bearing stress of plate & bolt = 550.0 Mpa
= 88.0 kN
Capacity of one bolt Pb = 88 kN > 35 kN ( T/n )
Stress ratio = 0.4 Safe
Hence provide 4 nos. of 20 dia bolts of Gr 8.8
( ii ) Check for Gusset Plate
( a ) Force due to two braces connecting in the gusset
Case 1: Brace 1 and brace 2 in tension
Tension force in gusset = 198 kN
Shear force in gusset = 0 kNCase 2:Brace 1 and brace 2 in compression
Compression force in gusset = -219 kN
Shear force in gusset = 0 kN
Case 3:Brace 1 in compression and Brace 2 in tension
Tension force in gusset = -11 kN
Shear force in gusset = 208.6 kN
Case 4:Brace 1 in tension and Brace 2 in compression
Compression force in gusset = -11 kN
Shear force in gusset = -209 kN
Maximum tension force Ft = 198 kN (Conservatively)
Maximum compression force Fc = 219 kN (Conservatively)
Maximum shear force Fs = 209 kN
( b ) Check for Tension capacity (Ref 4.6.1 of BS 5950:Part I-2000)
@ Whitmore section
Tension capacity of gusset plate = py * Ap1
Tension capacity of plate Pt = 1627 kN > 198 kN ( Ft )
Safe
( c ) Check for compression capacity (Ref 4.7 of BS 5950:Part I-2000)
Compression capacity of gusset plate Pc = pc * Ap1
To find pc :
λ = Leff
ry
= L1+L22 Leff = 2 * L (Since assumed as cantilever)
= 218 mm = 436
L= Buckling length
7/27/2019 Rb5-Tbi Br3 Double & Tb1 Br3 Single
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Sheet of
Job No Designed by
PROJECT Steefna
NAKILAT-SHIPYARD-DEPOT STORES Date Checked by
Subject Soundar
STEEL TO STEEL CONNECTIONS RB5 Reference
September 3, 2008
EVERSENDAI ENGINEERING L.L.C.SENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAI
r = t
12
= 3.46 mm
λ = 126
From Table 24 of BS5950 : Part 1:2000
pc = 77 N/mm2
Compression capacity of gusset plate Pc = 458 kN > 219 kN ( Fc )
Safe
( d ) Check for shear capacity (Ref 4.2.3 of BS 5950:Part I-2000)
( d.1 ) Plain shear capacity of gusset plate P v = ps A v
Shear area A v = 4244.4 mm2
Plain shear capacity of gusset plate P v = 879 kN > 209 kN
Safe
( d.2 ) Block shear capacity (Ref 6.2.4 of BS 5950:Part I-2000)
(Block shear capacity checked for single brace since it is critical)
Block shear capacity of gusset plate Pr = 0.6 p t [L v +K e(Lt-kDh )]
Length of shear face L v = 100 mm
Length of tension face (conservatively) Lt = 100 mm T
Effective net area co-efficient K e = 1.1
Coefficient k = 2.5
Block shear capacity Pr = 371 kN > 140 kN ( T )
Safe
( e ) Check for Interaction
Axial force2
+ Shear force2
Axial capacity Shear capacity ≤ 1
SQRT2
+ 0.242
≤ 1
0.53 < 1
Safe
Hence provide gusset plate of thickness 12 mm
( iii ) Check for weld between gusset plate and column
Size of weld s wg = 8 mm
Strength of weld p w = 250 N/mm2
Length of weld (one side) Lg = 599 mm Tension force in weld Ft = 198 kN
Shear force in weld Fs = 209 kN
Eccentricity from Bolt group centre = 154 mm
In plane bending due to shear M w2 = 32 kN-m
Area of weld A wg = 6776 mm2
Section modulus of weld Z wx = 676 cm3
( a ) Tension capacity of weld
F w = p w * A w
= 1694 kN > 198 kN
Safe
(b) Shear capacity of weld
F wg = p w * A wg
= 1694 kN > 209 kNSafe
(conservatively) ex
0.48
7/27/2019 Rb5-Tbi Br3 Double & Tb1 Br3 Single
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Sheet of
Job No Designed by
PROJECT Steefna
NAKILAT-SHIPYARD-DEPOT STORES Date Checked by
Subject Soundar
STEEL TO STEEL CONNECTIONS RB5 Reference
September 3, 2008
EVERSENDAI ENGINEERING L.L.C.SENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAI
( c ) In Plane bending moment
Mxw = p w * Z wx
= 169 kN-m > 32 kN-m
Safe
( c ) Check for Interation
Axial force + Moment2
+ Shear force2
Axial capacity Moment capacity Shear capacity ≤ 1
SQRT 0.12 + 0.192
+ 0.122
≤ 1
0.33 < 1 SafeHence provide 8mm fillet weld between the gusset and the column web
( iv ) Tying capacity of column web (Ref "Joints in Steel connection, Simple connections")
Tying capacity of column web Ptw = 8 Mu (h1 + 1.5(1-β1)0.5
)
1-β1
Moment capaity of column web per unit length Mu = pu * t w 2
4
Design tensile strength of the column pu = Us/1.25
Thickness of column web t w = 8.6 mm
Us - Ultimate tensile strength
For S 355 pu = 392 N/mm2
\ Mu = 7.2 kN-m/m
dc - depth of column between fillets h1 = Dp
dc
= 3.0
tp - thickness of gusset plate β1 = tg + 2s
s - leg length of weld dc
= 0.14
\ Ptw = 295 kN > 219 kN ( T/C )
Safe
Hence provide 12mm stiffener for the column web
( v ) Check for Fin Plate
The fin plate connecting to the supported member is provided with the same thickness as that of the gusset plate.
Hence the checks for gusset plate apply for the fin plate also.
( vi ) Check for Weld between fin plate and CHS brace
Size of weld s wf = 8 mm
Strength of weld p w = 250 N/mm2
Length of weld (one side) Lf = 140 mm
Area of weld A wf = 1584 mm2
Tension/Shear capacity of weld F wf = p w * A wf
= 396 kN > 140 kN ( T )
Safe
Hence provide 8 mm fillet weld between the fin plate and CHS brace
7/27/2019 Rb5-Tbi Br3 Double & Tb1 Br3 Single
http://slidepdf.com/reader/full/rb5-tbi-br3-double-tb1-br3-single 6/6
Sheet of
Job No Designed by
PROJECT Steefna
NAKILAT-SHIPYARD-DEPOT STORES Date Checked by
Subject Soundar
STEEL TO STEEL CONNECTIONS RB5 Reference
September 3, 2008
EVERSENDAI ENGINEERING L.L.C.SENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAISENDAI
SAFESafe 0.38 Shear capacity of one bolt Ps = 91.89 kN > ( T/n ) ( 35.0 )
Safe 0.40 Bearing capacity of one bolt Pb = 88.00 kN > ( T/n ) ( 35.0 )
Safe 0.12 Tension capacity of gusset plate Pt = 1627.02 kN > ( Ft ) ( 198.0 )
Safe 0.46 Compression capacity of gusset plate Pc = 458.30 kN > ( Fc ) ( 208.6 )
Safe 0.38 Block shear capacity of gusset plate Pr = 371.36 kN > ( T ) ( 140.0 )
Safe 0.74 Tying capacity of supporting column web Ptw = 295.36 kN > ( T/C ) ( 219.2 )
Safe 0.33 Interaction check for weld between column web and gusset
Safe 0.35 Capacity of weld between punch-thro plate and CHS brace. Fwf = 396 kN > ( T ) ( 140.0 )
0.74
Tie beam TB1-Bracing BR3