Bracing Gusset Connection - LRFD

EVERSENDAI

EVERSENDAI ENGINEERING LLC

sheet of

PROJECT

Job no

CLIVELAND CLINIC ABU DHABI Date 17/08/2009 Reference AISC-LRFD

SUBJECT

DESIGN OF GUSSET

FBR1

Designed by LSY Checked by KMK Approved by

Typical Gusset Plate design Member profile

(M1)

Properties of the Section Diameter Thickness

SHS300x300x8

D t

Supporting member (M2) Flange thickness Web thickness Fillet radius Depth of member Design Input Grade of bolt Shear strength of bolt Ultimate strength of the plate Yield strength of the plate Dia of bolt Dia of bolt hole No of bolt row No of bolt column

UB610x305x238 T tw r D1

Ttp

Height of the Gusset plate(for comp check) L width of the Gusset plate (whitmore section) w Actual width of gusset plate (at beam interface) Wa size of the weld for gusset plate to chord s Electrode classification number Fexx

Member Forces Member profile Compressive Force Tensile Force

300 8

mm mm

= = = =

31.4 18.4 16.5 635.8

mm mm mm mm

M1

ps Fu Fy = d dbh nc nr Levpt Lehph Pitch distance in the connected plate in SHS p Gauge distance in the connected plate in SHS g Total no bolts nt No of members connected to the Gusset Thickness of Gusset plate tg Thickness of splice plate tc No of shear plane (M1) np

Total thickness of splice plate

= =

Design - Summary For Gusset Actual Allowable Block Shear 1410kN 1920kN Compression 1410kN 1880kN 1410kN 1640kN Tension 461kN 4050kN Shear 10mm 2mm Weld size

= = = = = = = = = = = = =

A325-X 414 450 345 24 27 2 4 50 50 90 70 8 1 20 12 2

= = = = = = =

12+12 24 541 351 1000 10 482.8

= = =

N/mm2 N/mm2 N/mm2 mm mm Nos Nos mm mm mm mm Nos mm mm

mm mm mm mm mm mm N/mm2

(M1) C T

= =

1410 1410

38.4

kN kN

Max buckling length refer to detail D5

Ratio 0.734 0.750 0.860 0.114 0.235

EVERSENDAI

EVERSENDAI ENGINEERING LLC

sheet of

PROJECT

Job no

Designed by

CLIVELAND CLINIC ABU DHABI Date 17/08/2009 Reference AISC-LRFD

SUBJECT

DESIGN OF GUSSET

FBR1

LSY Checked by KMK Approved by 1410 kN

Max Tension and Compression Forces to check Gusset plate Max compressive Force Max Tensile Force Check for Block shear of Guesset plate

C T

= =

1410 1410

kN kN

90+90+90+90 50 70

Maximum Axial force

=

1410 kN

nr nc

= =

4 2

p

=

90

mm

g

=

70

mm

= =

50 50

mm mm

tp =

20

mm

n =

1

Lev pt Leh,ph No of shear plane

Ubs

=

Fy

=

Fu

=

450 N/mm2

f

=

0.75

d

=

24

dbh = fRn =

1 345 N/mm2

27 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

= =

4800 mm2 {(nr-1)*p} * tp

Anv

= =

5400 mm2 2*{(nc-1)*g+Leh,p+0.5*dbh-nc*dbh } * tp

Ant

= =

3180 mm2 {(nr-1)*p+dbh - nr*dbh} * tp

=

3780 mm2

Rn

=

fRn

=

2559.6 1919.70 kN >

1410 kN

safe

RATIO :

Compressive strength of the Guesset Plate

un supported Length (between base of gusset to C/L of top most bolt)

=

541

=

kL/r

Imin rmin

= = =

2.3E+05 mm √(Imin/A) 5.77

C

=

1410.00 kN

w Ac

= = = =

351 w*t 351*20 7020

L

Slenderness ratio Moment of inertia (min) Radius of gyration

Total compressive force to gusset plate

mm

38.4 4

width of the Gusset plate (whitmore section) Compressive area

1410

mm

mm2

C

=

1410.00

K

=

0.5

kN

L

=

541

mm

t

=

20

mm

r f

= =

5.77 0.9

mm

0.73

EVERSENDAI

EVERSENDAI ENGINEERING LLC

sheet of

PROJECT

Job no

Designed by

CLIVELAND CLINIC ABU DHABI SUBJECT

DESIGN OF GUSSET

FBR1 E

=

200000

N/mm2

Fy

=

345

N/mm2

Ag

=

7020

mm2

kL/r

= 0.5*541*/5.77350269189626 =

Fcr

where

LSY Checked by KMK Approved by

Date 17/08/2009 Reference AISC-LRFD

46.852

>

25

= Fy

if(kL/r

1410

safe

RATIO :

0.75

Tension capacity of gusset plate

0

Total Tensile force

T U A

C/S area Effective C/S area

An Ae Ae

= = = = = = =

1410.00 kN 1 351*20 7020 mm2 [(175.5+175.5+0+0)-(4*27)]*20 U *An 4860 mm2

0

20 176

0

Tensile strength of Guesset Plate Tensile strength of yielding T

For tensile yielding Guessetof Plate

=

1410.00 kN

Fy

=

345

N/mm2

Fu

=

450

N/mm2

U

=

1

Ag

=

7020

mm2

f

=

0.9

Ae

=

4860

mm2

Rn

=

Fy*Ag

=

345*7020

=

2421.9

fRn

=

2179.71 kN

kN

Rn

=

Fu*Ae

=

450*4860

>

1410

Safe

f

= 0.75

1410

Safe

RATIO

:

0.65

RATIO

:

0.86

Tensile strength of rupture

fRn

Weld check Max horizontal shear force

Hb

=

2187

kN

=

1640

kN

= = Actual width of gusset plate Wa = = Max vertical shear force Vb = = Eccentricity for vertical component of brace to c.g. = of weld Moment due to eccentricity M = = Stress due to horizontal shear Fsh = for unit mm of weld Fsh = Stress due to vertical shear Fsv =

>

refer from brace connection table 461 kN (1000+0+0) 1000 mm refer from brace connection table 555 kN 0 mm 555*0 0 kN-m 460500 0.707*2*1000

2 325.7 N/mm 555000

176

EVERSENDAI

EVERSENDAI ENGINEERING LLC

sheet of

PROJECT

Job no

Designed by

CLIVELAND CLINIC ABU DHABI SUBJECT

DESIGN OF GUSSET

FBR1

for unit mm of weld

LSY Checked by KMK Approved by

Date 17/08/2009 Reference AISC-LRFD

0.707*2*1000

392.5 N/mm2 0.E+00

Fsv = Fmv =

Stress due to moment due vertical shear at an eccentricity for unit mm of weld

(0.707*2*1000^2/6)

Fmv = Fs = = Fs = Fw = = Fw = s/f = =

Resultant Stress for unit mm of weld

Allowable weld stress

Size of weld required

0.0 N/mm2 Sqrt{(Fsv+Fmv)^2+Fsh^2} Sqrt{(392.5+0)^2+325.67^2} 510.0 N/mm2 0.6 Fexx 0.6*482.758620689655 289.66 N/mm2 510.02 / 289.66/0.75 2.35 mm < 10

f

Safe

=

0.75

RATIO

:

0.23

Shear Capacity of Gusset Plate

Shear Strength of the plate Shear Yielding of the plate

Shear Rupture of the plate

Shear Strength of gusset plate

= Lower ( Shear Yielding, Shear Rupture) fRn = f(0.6*Fy*Ag)

= = fRn = = = fRn =

f =

1.0

(0.6 * 345 * 1000 * 20)*1 4140 kN f(0.6*Fu*Anv)

(0.6 * 450 * 1000 * 20) *0.75 4050 kN 4050 kN >

Local checks for Supporting member Check for supported member web yielding (This check required for tensile force only) fRn Yielding capacity for M2 web

f = 0.75 For gusset net area and gross area are same, since no hole 461

f(Fy*Wa*tw) (345*1000*18.4)*1 6348.00 kN = > V, Safe ( 555.00 kN) Ratio = 0.09 = =

Safe

RATIO

f = 1.0

:

0.11