DOOSAN BABCOCK .Contract: 06361Brazil UTE PECEM ProjectDocument No: 06361/HSBZ/CA/22353/1./0019

Issue: Bcoal bunker frame beam connection to column web(tier 3&4)

Contents:

Data and results

Subject:

Front Page

Calculation

Issue Date Revision Prepared by Verified by Approved by

B 22/04/2009 22/04/2009 22/04/2009A 10/04/2009 First Issue 10/04/2009 10/04/2009

per DB comments CSR WXM LDSCSR WXM LDS

.

Approved by

22/04/220910/04/2009

primary beam connection to column web(tier 3&4)serial

positionbeam no. force no. of end plate weld

number from staad T C ALMAX S-Y S-Z beam size d b tw tf column size d b tw tf bolts thickness size

Design Input Connection data

Joint design loadsAxial tension Pu 50 kN Vert shear Vu 892.73 kNHoriz shear Hu 50 kN Resultant shear Ru 894 kN

Member sizes End plate

Beam d 927 mm Yield strength Fy 345 Mpab 308 mm Tensile strength Fu 470 MPatf 32 mm Thickness tp 16 mm

tw 20 mm Depth dp 863 mmWidth bp 220 mm

Column d 550 mm Vert bolt c/c s 75 mmb 550 mm Horiz bolt c/c g 140 mm

tf 35 mm Min edge distance Le 40 mm

tw 20 mm Hole dia 24 mm

Member strengths Bolts

Beam Fy 325 Mpa Grade M22 10.9 bearing type Fu 470 MPa Dia db 22 mm Total no. in two row n 16Column Fy 325 MPa Nominal bolt area Ab 380 mm2 Fu 470 MPa Tensile area Anb 303 mm2 Tensile strength Fu 1040 MPa

Welds Fu 490 MPa Fillet weld leg size wt 10 mm

Vu

H684X254X12X20

PU

beam

Hu

column

H650X650X20X36

dh

AISC LRFD J3.6 Check bolt group shear capacity

Table J3.2 148 KN2368 kN

PASS 0.38

AISC LRFD J3.10 Check end plate bearing capacity at bolt holes

PASS PASS PASS

For deformation around bolt holes:tp=min(tp2,web of column)= 16 mm

(J3-1a) 298 kN per bolt4765 kN

For no deformation around bolt holes: Max value all bolts in group: 372 kN per bolt(J3-1b) For end bolts: 226 kN per bolt 226(J3-1c) For all other bolts: 361 kN per bolt 361

Group capacity 5505 kNMin group capacity 4765 kN

PASS 0.19

AISC LRFD Vol II Part 11 Check end plate and column flange thicknesses from bolt tension andprying action

b = (g-tw)/2 60 mm40 mm

b' = b-(0.5db) 49 mma' = a+(0.5db) 51 mm

0.960784 Table J3.2 585 Mpa

177.3 kN per bolt3.1 kN per bolt

57.995950.68

-1.49639 11 1

4.0 mm 75PASSPASS

A B

.FvAb=0.75*0.5Fu*Ab=0.75*0.5*1040*380*10-3=Rn = Fv.Ab.n=Rn Ru

Ledbs 3dbn 2

Rn = (0.75)(2.4).db.tp.Fu=Group capacity= Φ.n

Rn = (0.75)(3.0).db.tp.Fu

Rn = (0.75).Le.tp.Fu

Rn = 0.75(s-db/2).tp.Fu

Rn Ru

a = (bp-g)/2 except a 1.25b

= b'/a'.Ft=0.75*0.75*Fu=0.75*0.75*1040=Rn = Ft.AnbRut = T/n = (1/((.Rn/Rut)-1) = 1-(d'/p) (p g)(1/'treq = (4.44Rut.b'/(p.Fy)(1+'))treq tp (end plate)treq tw (column web)

L dc= 463.2 mm

g=140

Tie force

ignore bending on this line

Capacity of column web subject to bending

149.6 mmLeA=(n/2-1)*75+2L= 824.2 mm

27.891 KN.m

525 mm

17.766 KN.m

610.386738 KN PASS 0.081915

AISC LRFD J3.7 Check combined tension and shear in bolt

38.6 mm0.000000

0 kN per boltMax bolt tension = Rut + qu 3.1 kN per boltfv = Ru/(Ab.n) 147.1 Mpa

Table J3.5 Ft=1010-2.5Fv= 642.3482307 < 780 Mpa2335.6 kN

Bolt design capacity > max bolt tension PASS 0.02

AISC LRFD J2.2 Check end plate fillet weld capacityFor Pu and VuEffective weld length le = 2(dp-2.wt) 1686 mm

2602 kN3566 kN

Joint design capacity 2602 kN894 kN

LeB

LeA

Tying capacity of column web=2(MUA

+MUB

)/L

MUA

=fu/1.25.LeA

.tw2/4

LeA

=LeB

+2L

L=(dc-g-dh)/2=

MUA

=Φfu/1.25.LeA

.tw2/4=

MUB

=fu/1.25.LeB

.tw2/4

LeB

=(n/2-1).s=

MUB

=Φfu/1.25.LeB

.tw2/4=

capacity of web=2(MUA

+MUB

)/L=

tc = (4.44.Rn.b'/(p.Fy)) = (((Rut/Rn)(tc/tp)^2)-1)/qu = .Rn.((tp/tc)^2)

Bolt design capacity = .Ft.Anb*n

Weld capacity = .(0.6).Fu.(0.7).wt.leBase metal capacity = 0.6).Fu.wt.le

Weld shear = Pu^2+Vu^2

PASS 0.34

For HuEffective weld length le = 2(bp-2.wt) 420 mm

648 kN888 kN

Joint design capacity 648 kNWeld shear = Hu= 50 kN

PASS 0.08

AISC LRFD Check beam web shear capacity at end plate

Effect. web length lw = dp-(2.wt) 843 mmWeb shear area Aw = lw.tw 16860 mm2

3566 kNPASS 0.25

AISC LRFD Check end plate shear capacity at bolt holes

Net area at bolt holes A' = (2dp-n.d').tp 21472 mm24541 kN

PASS 0.20

Weld capacity weld shear

Weld capacity = .(0.6).Fu.(0.7).wt.leBase metal capacity = 0.6).Fu.wt.le

Weld capacity weld shear

Shear capacity = (0.6).Fu.AwShear capacity Pu

Shear capacity = (0.6).Fu.A'Shear capacity Pu

KN

KN

-1.496

75