7/28/2019 Hollow Section Bracing Connetion - LRFD

1/5

EVERSENDAI ENGINEERING LLC sheet of

PROJECT Job no Designed by

CLIVELAND CLINIC ABU DHABI LSY

Date Checked by

SUBJECT KMK

Reference Approved by

MEMBER END CONNECTION DESIGN AISC-LRFD

Member profile SHS 300x300x8 FBR1

Properties of the Section

Width/depth D = mm

Thickness t = mm

Cross Sectional Area A = mm2

Design Input

Grade of bolt =

Shear strength of bolt Fn = N/mm2

Minimum tensile strength of plate Fu = N/mm2

Mininmum yield strength of plate Fy = N/mm2

Dia of bolt d = mm Actual Provided Ratio

Dia of bolt hole dbh = mm Bolt shear kN kN

No of bolt row nc = Nos Bolt bearing kN kN

No of bolt column nr = Nos Plt block shear kN kN

End distance in the connected plate in SHS e = mm Plt tensile yield kN kN

Pitch distance in the connected plate in SHS p = mm Plt tensile rupture kN kN

Gauge distance in the connected plate in SH g = mm Plt compression kN kN

Total no bolts nt = Nos SHS tensile yield kN kN

Thickness of connected plate tp = mm SHS tensile rupture kN kN

No of shear plane np = Weld kN kN

Thickness of splice plate = mm Splice plt block shear kN kN

= mm Splice plt tensile kN kN

size of the weld for connected plate to SHS s = mm Splice plt compressio kN kN

Length of connected plate inserted in SHS Ls = mm

Electrode classification number Fexx = N/mm2

Member Forces ( Un factored Forces)

Member profile SHS 300x300x8

Compressive Force C = kN

Tensile Force T = kN

Check for Bolts

Shear capacity of bolt (cl J3-1)

Max shear force V = kNShear capacity of one bolt fRn = fFnv*AbC/S area of bolt A = 24^2*PI()/4

= mm2

nominal unthreded body area of the bolt Ab = 24^2*PI()/4

= mm2

f = 0.75

(Double shear) = 2*Ab*414 / 1

Shear capacity of one bolt fRn = kN > kN (Safe)

Total Shear capacity of bolt group = fRn*8

= kN > kN (Safe)

stress ratio = (Tensile force)

Bearing capacity of bolt hole(Plate) (cl J3-6b)

Bearing capacity of one bolt Pbb = d*tp*pbb f = 0.75

Thickness of thinner part t = mm

17/8/2008

1410

176.3

452.39

0.63

20

2247.47

6

1410

400

1410

1410

452.39

482.759

70

24

2

280.93

A325-X

414

345

12

450

8

20

24

50

90

2

4

27

300

8

9280

0.631410 2247

1410 1844

1410 1769

176 370 0.48

0.76

1410 2881

1410 2107 0.67

0.49

1410 2728 0.52

0.80

1410 3013 0.47

1410 1474 0.96

705 1288 0.55

705 1106 0.64

705 814 0.87

EVERSENDAI

7/28/2019 Hollow Section Bracing Connetion - 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 MEMBER END CONNECTION DESIGN AISC-LRFD

17/8/2008

EVERSENDAI

Clear distance in the direction of force between Lc = - / 2

the edge of adjacent hole or edge of the material = mm

Rn = min(1.5*Lc*t*Fu , 3*d*t*Fu)

= min(1.5*36.5*20*450, 3*24*20*450)

Total Bearing capacity = kN

fRn = *

= kN > kN (Safe)

stress ratio = (Tensile force)

Block shear capacity 50 = e

90

(Asper AISC Specification for structural steel building cl J4-5) 90 Lt T

9050

connected plate

Check for Block shear of Plate

Maximum Axial force = kN

nr =

nc =

p = mm

g = mm

Lev pt = mm

Leh,ph = mm

tp = mm

No of shear plane np =

Ubs =

Fy = N/mm2

Fu = N/mm2

f =

d =

dbh =

Block shear strength of Plate fRn = f{(0.6*Fu*Anv+Ubs*Fu * Ant)}

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

Gross area subject to shear Agv = {(nc-1)*g+Lev,ph} * tp=

Gross area subject to tension Agt = {(nr-1)*p+Leh,pt} * tp=

Net area subject to shear Anv = {(nc-1)*g+Leh,ph+0.5*dbh - nc*dbh} * tp=

Net area subject to tension Ant = {(nr-1)*p+Leh,pt+0.5*dbh - nr*dbh} * tp=

Rn = kN

Block shear strength of plate fRn = > kN safestress ratio =

Check for connected plate

Tension capacity of plate (cl.J4-1 and J4-2)

Tensile Plate

Tensile strength of yielding

T = kN

Fy = N/mm2

Fu = N/mm2

U =

Ag = W*t

Ag = mm2

Ae = U*An

Ae = 1*[(50+90+90+90+50)-4*24]20Ae = mm2

2

1410

345

450

1

mm2

0.75

0.76

1

345

450

2400

1590

mm2

mm2

kN

mm2

2458.8

1844.10

176369.563

493

5240

90

8785.64

4510

6400

0.48

2

24

27

50

0.75

20

70

50

50

1410

4

1410

5090

27

36.5

492.75

7/28/2019 Hollow Section Bracing Connetion - 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

MEMBER END CONNECTION DESIGN AISC-LRFD

17/8/2008

EVERSENDAI

f =

For tensile yielding of Plate Rn = Fy*Ag

= 345*8785.641

= kN

fRn = kN > Safe

Tensile strength of rupture

f =

Rn = Fu*Ae

= 450*5240

= kN

fRn = kN > Safe

Compresssion capacity of plate

Compresssion capacity of plate Pn = Fy*Ag SHS 300x300x8

un supported Length L = 65+90 kN

stress ratio =

(Safe)

Check for weld between connected plate and SHS

Size of the weld s2 = mm

Throat thickness t = mm

Length of weld L = 4*400

= mm

Rn = Fw*Aw

= =

Design strength of weld Fw = N/mm2

f =

Fw = 0.6Fexx(1+.5sin 1.5()

Capacity of weld fRn = kN > kN (Safe)

stress ratio =

Lv

Check for splice plate 50

Block shear capacity 90

90 Lt

Length of shear face Lv = mm 90

Length of tension face Lt = mm 50

Check for Block shear of splice plateMaximum Axial force = kN

nr =

nc =

p = mm

g = mm

Lev pt = mm

Leh,ph = mm

t = mm

No 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 = {(nc-1)*g+Lev,ph} * tp

=

Agt = {(nr-1)*p+Leh,pt} * tp

=

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

=

Ant = {(nr-1)*p+Leh,pt+0.5*dbh - nr*dbh} * tp

=

Rn =

fRn = > kN safe1106.46

4.24

1440 mm2

3840 mm2

954

50

mm2

kN

2706

289.655

1965.95

0.75

2

90

450

2

5090

0.75

1410

1474.5 1410

1600

4017.6

3013.20

70

0.47

0.96

6

180

280

345

705

50

12

24

27

mm2

1475.28

1

0

705

4

0.75

7/28/2019 Hollow Section Bracing Connetion - LRFD

5/5

EVERSENDAI ENGINEERING LLC sheet of

PROJECT Job no Designed by

CLIVELAND CLINIC ABU DHABI LSY

Date Checked by

SUBJECT KMK

Reference Approved by MEMBER END CONNECTION DESIGN AISC-LRFD

17/8/2008

EVERSENDAI

Tension capacity of splice plate

Tensile yielding of connecting elements Rn = Fy*Ag

Ag = [(50+90+90+90+50)*12]

= f =

Rn =

= kN

fRn = kN > (Safe)

Stress ratio =

Tensile rupture of connecting elements Rn =

Net area of splice plate An = [(50+90+90+90+50)-4*27]12

= mm2

U = 1 f =

Ae = U * An

= mm2Rn = 450*3144

=

fRn = kN > kN

stress ratio =

Compresssion capacity of splice plate =

Compresssion capacity of spl ice plate Pn = FcrAg

un supported Length L = 50+50+10

= mm

Selenderness ratio = kL/r

Radius of gyration rmin = t/sqrt(12)

=Compressive strength of the splice plate

C = kN

K =

L = mm

t = mm

r = mm

f =

E = N/mm2

Fy = N/mm2

Ag = mm2

kL/r= 1*110*/3.46410161513775

= >

Fcr = Fy if(kL/r safe RATIO :

0.90

0.511

4440

705

1

110

3.46

0.9

31.8 25

1955.62

113

322.31

200000

0.87 (1410/2)

1431

1288

345*4440

1532

12

1379

3144

3.46

110

L 110

345

4440

705

0.5

705

705

Fu*Ae

3144

814

1084.68

0.75