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



Sheet of

Job No Designed by

PROJECT Steefna


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



Sheet of

Job No Designed by

PROJECT Steefna


Subject Soundar


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



Sheet of

Job No Designed by

PROJECT Steefna


Subject Soundar


September 3, 2008


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



Sheet of

Job No Designed by

PROJECT Steefna


Subject Soundar


September 3, 2008


( 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



Sheet of

Job No Designed by

PROJECT Steefna


Subject Soundar


September 3, 2008


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

rb5-tbi br3 double & tb1 br3 single

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