Bracing Gusset Connection - LRFD

7/28/2019 Bracing Gusset Connection - LRFD

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EVERSENDAI ENGINEERING LLC sheet of

PROJECT Job no Designed by

CLIVELAND CLINIC ABU DHABI LSY

Date Checked by

SUBJECT KMK

Reference Approved by

DESIGN OF GUSSET FBR1 AISC-LRFD

Typical Gusset Plate design

Member profile (M1) SHS300x300x8Design - Summary

Properties of the Section For Gusset Actual Allowable Ratio

Diameter D = mm Block Shear

Thickness t = mm Compression

Tension

Supporting member (M2) UB610x305x238 Shear

Flange thickness T = mm Weld size

Web thickness tw = mm

Fillet radius r = mm

Depth of member D1 = mm

Design Input M1

Grade of bolt =

Shear strength of bolt ps = N/mm

Ultimate strength of the plate Fu = N/mm2Yield strength of the plate Fy = N/mm2

Dia of bolt d = mm

Dia of bolt hole dbh = mm

No of bolt row nc = Nos

No of bolt column nr = Nos

Levpt = mm

Lehph = mm

Pitch distance in the connected plate in SHS p = mm

Gauge distance in the connected plate in SHS g = mm

Total no bolts nt = Nos

No of members connected to the Gusset =

Thickness of Gusset plate tg = mm

Thickness of splice plate tc = mm

No of shear plane (M1) np =

Total thickness of splice plate Ttp = mm

= mm

Height of the Gusset plate(for comp check) L = mm Max buckling length refer to detail D5

width of the Gusset plate (whitmore section) w = mm

Actual width of gusset plate (at beam interface)Wa = mm

size of the weld for gusset plate to chord s = mm

Electrode classification number Fexx = N/mm2

Member Forces

Member profile (M1)

Compressive Force C = kN

Tensile Force T = kN

17/08/2009

300 1410kN 1920kN 0.734

8 1410kN 1880kN 0.750

1410kN 1640kN 0.860

461kN 4050kN 0.114

31.4 10mm 2mm 0.235

2

4

18.4

16.5

635.8

A325-X38.4

414

450345

24

27

12+12

24

541

1410

1410

50

50

90

70

8

1

20

12

2

351

1000

10

482.8

EVERSENDAI


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Date Checked by

SUBJECT KMK



17/08/2009

EVERSENDAI

Max Tension and Compression Forces to check Gusset plate kN

Max compressive Force C = kN 90+90+90+90

Max Tensile Force T = kN

Check for Block shear of Guesset plate 50

Maximum Axial force = kN

nr =

nc =

p = mm

g = mm

Lev pt = mm

Leh,ph = mm

tp = mmNo of shear plane n =

Ubs =

Fy = N/mm2

Fu = N/mm2

f =

d =

dbh =

fRn = f{(0.6*Fu*Anv+Ubs*Fu * Ant)}

< f{(0.6*Fy*Agv+Ubs*Fu * Ant)}

Agv = 2*{(nc-1)*g+Leh,ph} * tp

=

Agt = {(nr-1)*p} * tp

=Anv = 2*{(nc-1)*g+Leh,p+0.5*dbh-nc*dbh } * tp

=

Ant = {(nr-1)*p+dbh - nr*dbh} * tp

=

Rn =

fRn = > kN safe RATIO :Compressive strength of the Guesset Plate

un supported Length (between base L = mm

of gusset to C/L of top most bolt)

Slenderness ratio = kL/r

Moment of inertia (min) Imin = mm4

Radius of gyration rmin = (Imin/A)=

Total compressive force to gusset plate C = kN

width of the Gusset plate (whitmore section)

= mm

Compressive area Ac = w*t

= 351*20

= mm2

C = kN

K =

L = mm

t = mm

r = mm

f =

1410

1410

1410

70

0.75

4

2

24

27

90

70

1410

2559.6

4800 mm2

50

50

201

1

345

450

5400 mm

2

3180 mm2

3780 mm2

1919.70 kN 1410

7020

0.73

541 1410

0.9

1410.00

38.4

2.3E+05

5.77

1410.00

w 351

0.5

541

20

5.77


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Date Checked by

SUBJECT KMK



17/08/2009

EVERSENDAI

E = N/mm2

Fy = N/mm2Ag = mm2

kL/r = 0.5*541*/5.77350269189626

= >

Fcr = Fy if(kL/r safe RATIO :

Tension capacity of gusset plate 0

Total Tensile force T = kN

U = 1

C/S area A = 351*20

= mm2

Effective C/S area An = [(175.5+175.5+0+0)-(4*27)]*20

Ae = U *An

Ae = mm2

Tensile strength of Guesset Plate

Tensile strength of yielding

T = kN

Fy = N/mm2

Fu = N/mm2 U =

Ag = mm2 f =

Ae = mm2

For tensile Guesset Plate Rn = Fy*Ag

= 345*7020

= kN

fRn = kN > Safe RATIO :

Tensile strength of rupture

Rn = Fu*Ae f == 450*4860

= kN

fRn = kN > Safe RATIO :

Weld check

Max horizontal shear force Hb = refer from brace connection table

= kN

Actual width of gusset plate Wa = (1000+0+0)

= mm

Max vertical shear force Vb = refer from brace connection table

= kN

Eccentricity for vertical component of brace to c.g.= mm

of weld

Moment due to eccentricity M = 555*0= kN-m

Stress due to horizontal shear Fsh =

for unit mm of weld 0.707*2*1000

Fsh = N/mm

Stress due to vertical shear Fsv =

200000

2088.5

1879.7

898.32503

3457020

46.852 25

113.4

297.51

20

7020 176 176

1410 0.75

0

4860

1410.00

345

4860

1410.00

450

0

1410 0.86

1

7020 0.9

2179.71

461

1410

2421.9

0.65

0.75

2187

1640

0

460500

325.7

555000

1000

555

0


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Date Checked by

SUBJECT KMK



17/08/2009

EVERSENDAI

for unit mm of weld 0.707*2*1000

Fsv = N/mm2

Stress due to moment due vertical shear Fmv =

at an eccentricity for unit mm of weld (0.707*2*1000^2/6)

Fmv = N/mm2

Resultant Stress for unit mm of weld Fs = Sqrt{(Fsv+Fmv)^2+Fsh^2}

= Sqrt{(392.5+0) 2+325.67 2}

Fs = N/mm2

Allowable weld stress Fw = 0.6 Fexx f =

= 0.6*482.758620689655

Fw = N/mm2

Size of weld required s/f = 510.02 / 289.66/0.75

= mm < Safe RATIO :

Shear Capacity of Gusset Plate

Shear Strength of the plate = Lower ( Shear Yielding, Shear Rupture)

Shear Yielding of the plate fRn = f(0.6*Fy*Ag) f =

= (0.6 * 345 * 1000 * 20)*1

= kN

Shear Rupture of the plate fRn = f(0.6*Fu*Anv) f =

= (0.6 * 450 * 1000 * 20) *0.75 For gusset net area and gross area are same, since no hole

= kN

Shear Strength of gusset plate fRn = kN > Safe RATIO :

Local checks for Supporting member

Check for supported member web yielding

(This check required for tensile force only)

Yielding capacity for M2 web fRn = f(Fy*Wa*tw) f =

= (345*1000*18.4)*1

= kN

> V, Safe

( kN)

0.23

392.5

0.E+00

0.0

510.0

289.66

2.35

0.75

10

1.0

4140

0.75

461

4050

4050 0.11

1.0

6348.00

Ratio = 0.09555.00

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Bracing Gusset Connection - LRFD