Hollow Section Bracing Connetion - LRFD

EVERSENDAI

EVERSENDAI ENGINEERING LLC

sheet of

PROJECT

Job no

CLIVELAND CLINIC ABU DHABI

Date 17/8/2008 Reference AISC-LRFD

SUBJECT MEMBER END CONNECTION DESIGN

Member profile

FBR1

SHS 300x300x8

Properties of the Section Width/depth Thickness Cross Sectional Area

Designed by LSY Checked by KMK Approved by by

D t A

= = =

300 8 9280

mm mm 2 mm

Design Input

Grade of bolt Shear strength of bolt Minimum tensile strength of plate Mininmum yield strength of plate Dia of bolt Dia of bolt hole No of bolt row No of bolt column End distance in the connected plate in SHS Pitch distance in the connected plate in SHS Gauge distance in the connected plate in SH Total no bolts Thickness of connected plate No of shear plane Thickness of splice plate

= Fn = Fu = Fy = d = dbh = nc = nr = e = p = g = nt = tp = np = = = size of the weld for connected plate to SHS s = Length of connected plate inserted in SHS Ls = Electrode classification number Fexx =

A325-X 2 414 N/mm 2 450 N/mm 345 N/mm2 24 mm 27 mm 2 Nos 4 Nos 50 mm 90 mm 70 mm 8 Nos 20 mm 2 12 mm 24 mm 6 mm 400 mm 482.759 N/mm2

Actual

Provided

Ratio

Bolt shear Bolt bearing Plt block shear Plt tensile yield Plt tensile rupture Plt compression SHS tensile yield SHS tensile rupture

1410 kN

2247 kN

0.63

176 kN

370 kN

0.48

1410 kN

1844 kN

0.76

1410 kN

2728 kN

0.52

1410 kN

1769 kN

0.80

1410 kN

2107 kN

0.67

1410 kN

2881 kN

0.49

1410 kN

3013 kN

0.47

Weld

1410 kN

1474 kN

0.96

705 kN

1106 kN

0.64

705 kN

814 kN

0.87

705 kN

1288 kN

0.55

Splice plt block shear Splice plt tensile Splice plt compressio

Member Forces ( Un factored Forces) Member profile SHS 300x300x8

Compressive Force Tensile Force

C T

= =

1410 1410

V

= = = = = = = = = = =

1410 kN fFnv *Ab 24^2*PI()/4 452.39 mm2 24^2* PI PI()/4 452.39 mm2 2*Ab*414 / 1 280.93 kN > fRn*8 2247.47 kN >

kN kN

Check for Bolts Shear capacity of bolt

(cl J3-1) Max shear force fRn Shear capacity of one bolt C/S area of bolt

nominal unthreded body area of the bolt

A Ab

(Double shear) Shear capacity of one bolt fRn Total Shear capacity of bolt group stress ratio Bearing capacity of bolt hole(Plate)

Bearing capacity of one bolt Thickness of thinner part

0.63

f = 0.75

176.3 kN 1410 kN (Tensile force)

(cl J3-6b)

Pbb = t =

d*tp*pbb 20 mm

f = 0.75

(Safe) (Safe)

EVERSENDAI


sheet of

PROJECT

Job no




Clear distance in the direction of force between the edge of adjacent hole or edge of the material

Lc

= = = = = = = =

R n Total Bearing capacity fRn

stress ratio

50 - 27 / 2 36.5 mm min(1.5*Lc*t*Fu , 3*d*t*Fu) min(1.5*36.5*20*450, 3*24*20*450) 492.75 kN 493 * 0.75 369.563 kN > 176 kN 0.48 (Tensile force)

Designed by LSY Checked by KMK Approved by

(Safe)

90 50 50 = e 90 90 Lt 90 50

Block shear capacity (Asper AISC Specification for structural steel building cl J4-5)

connected plate Check for Block shear of Plate Maximum Axial force

No of shear plane

Block shear strength of Plate

= = = = = = = = = = = = f = d = dbh = fRn = nr nc p g Lev pt Leh,ph tp np Ubs Fy Fu

Gross area subject to shear

Agv

Gross area subject to tension

Agt

Net area subject to shear

Anv

Net area subject to tension

Ant

Block shear strength of plate stress ratio Check for connected plate Tension capacity of plate

Rn

Rn

= = = = = = = = = = =

1410 kN 4 2 90 mm 70 mm 50 mm 50 mm 20 mm 2 1 345 N/mm2 450 N/mm2 0.75 24 27 f{(0.6*Fu*Anv +Ubs*Fu * Ant )} < f{(0.6*Fy *Agv +Ubs*Fu * Ant )} {(nc-1)*g+Lev,ph} * tp 2 2400 mm {(nr-1)*p+Leh,pt} * tp 2 6400 mm {(nc-1)*g+Leh,ph+0.5*dbh - nc*dbh} * tp 2 1590 mm {(nr-1)*p+Leh,pt+0.5*dbh - nr*dbh} * tp 2 4510 mm 2458.8 kN 1844.10 kN 0.76

>

1410

(cl.J4-1 and J4-2)

Tensile Plate Tensile strength of yielding

T Fy Fu U Ag Ag Ae Ae Ae

= = = = = = = = =

1410 kN 345 N/mm2 450 N/mm2 1 W*t 8785.64 mm2 U*An 1*[(50+90+90+90+50)-4*24]20 5240 mm2

kN

safe

T

EVERSENDAI


sheet of

PROJECT

Job no




f

For tensile yielding of

Plate

= = = = =

Rn

fRn

0.9 Fy*Ag 345*8785.641 3031.05 kN 2727.94 kN >


1410.00 Safe

Tensile strength of rupture f

Rn

fRn

= = = = =

0.75 Fu*Ae 450*5240 2358 kN 1769 kN

1410

>

Safe

Compresssion capacity of plate

Compresssion capacity of plate un supported Length Effective Length Slenderness ratio Radius of gyration Compressive strength of the

Pn = L = = Leff = = kL/r = r min = =

Fy*Ag 65+90 155 mm 0.85*L 131.75 mm Leff /rmin t/sqrt(12) 5.77

SHS 300x300x8 <

65 90 Wc = 2*w+(90+90+90)

plate C K L t r

= = = = = f = E = Fy = wc = Ag =

where

4.71*sqrt(E/Fy)

kL/r= = Fcr = = = Fe = = = = = Fcr = Pn = = = fPn =

= Check for SHS due to slotted of connected plate

Tensile yielding Tensile capacity of SHS due to slot in it Actucal area of SHS Reduced area

stress ratio

Rn = Ag = Ae = = fRn = =

1410 1 131.75 20 5.77 0.9 200000 345 34.641 6785.64

kN mm mm mm N/mm2 N/mm2 mm mm2

1*131.75*/5.77 22.8 <= 25 Fy (0.68^(Fy/Fe))*Fy 0.877 fe p^2E/(kL/r)^2 3.14^2*200000/22.82^2 3786.75 4.71*sqrt(200000/345) 113 345.00 Fcr*Ag 345*6785.641 2341 kN 2341.05/0.9 2107

>

Fy*Ag 9280 mm2 2 8928 mm 3080.16 2881.44 kN > 0.49

1410

if(kL/r<=25) if(kL/r<=4.71sqrt(E/Fy) if(kL/r>4.71sqrt(E/Fy)

safe

0.9 1410 kN (Tensile force)

RATIO: 400

0.7

f=

(Safe)

6 6

EVERSENDAI


sheet of

PROJECT

Job no




Tensile rupture

stress ratio

Rn = = fRn = =

Fu*Ae 4017.6 kN 3013.20 kN >


0.75 1410 kN

f=

0.47 (Safe)

Check for weld between connected plate and SHS

Size of the weld Throat thickness Length of weld

s2 t L

Design strength of weld Capacity of weld stress ratio

= = = = Rn = = = θ Fw = Fw = fRn = =

6 mm 4.24 mm 4*400 1600 mm Fw*Aw 1965.95 0 289.655 N/mm2 f = 0.75 0.6Fexx(1+.5sin^1.5( θ ) 1474.5 kN > 1410 kN (Safe) 0.96

Lv 90 50 50 90 90 90 50

Check for splice plate Block shear capacity

Length of shear face Length of tension face Check for Block shear of splice plate Maximum Axial force

No of shear plane

Lv Lt

= =

= nr = nc = p = g = Lev pt = Leh,ph = t = n= Ubs = Fy = Fu = f = d = dbh = fRn = Agv

Rn

= = = = = = = = =

Rn

=

Agt Anv Ant

280 180

mm mm

705 kN 4 2 90 mm 70 mm 50 mm 50 mm 12 mm 2 1 345 N/mm2 450 N/mm2 0.75 24 27 f{(0.6*Fu*Anv +Ubs*Fu * Ant )} < f{(0.6*Fy *Agv +Ubs*Fu * Ant )} {(nc-1)*g+Lev,ph} * tp 2 1440 mm {(nr-1)*p+Leh,pt} * tp 2 3840 mm {(nc-1)*g+Leh,ph+0.5*dbh - nc*dbh} * tp 2 954 mm {(nr-1)*p+Leh,pt+0.5*dbh - nr*dbh} * tp 2706 mm2 1475.28 1106.46 kN

> 705 kN

safe

Lt

EVERSENDAI


sheet of

PROJECT

Job no





Tension capacity of splice plate

Tensile yielding of connecting elements Rn = Ag = = Rn = = fRn = Stress ratio

=

Tensile rupture of connecting elements Rn = Net area of splice plate An = = U = Ae = = Rn = = fRn = stress ratio =

Fy*Ag [(50+90+90+90+50)*12] 4440 345*4440 1532 kN 1379 kN > 705

Selenderness ratio Radius of gyration

(Safe)

Fu*Ae [(50+90+90+90+50)-4*27]12 2 3144 mm f = 0.75 1 U * An 3144 mm2 450*3144 1084.68 814 705 kN kN > 0.87 (1410/2) L

Pn = L = =

r min

Compressive strength of the

0.90

0.511

=

110

1*110*/3.46410161513775 31.8 25 > Fy if(kL/r<=25) (0.68^(Fy/Fe))*Fy if(kL/r<=4.71sqrt(E/Fy) 0.877 fe if(kL/r>4.71sqrt(E/Fy) p^2E/(kL/r)^2 3.14^2*200000/31.7542648054294^2 1955.62 4.71*sqrt(200000/345) 113 322.31 Fcr*Ag 322.31*4440 1431 kN 1431.0564*0.9 1288 > 705 safe RATIO :

0.5

Compresssion capacity of splice plate

Compresssion capacity of splice plate un supported Length

f=

= = =

FcrAg 50+50+10 110 mm kL/r t/sqrt(12) 3.46

splice plate

C K L t r

= = = = = f = E = Fy = Ag =

where

4.71*sqrt(E/Fy)

kL/r= = Fcr = = = Fe = = = = = Fcr = Pn = = = fPn = =

705 1 110 12 3.46 0.9 200000 345 4440

kN mm mm mm N/mm2 N/mm2 mm2

Hollow Section Bracing Connetion - LRFD

Recommend Documents