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WEB SIDE PLATE CONNECTION DESIGN The following spreadsheet is to be used in conjunction with "AISC: Design of Structural Connections" handbook web side plate connection type, A
type A = single column of bolts type B = double row of bolts
Uncoped, Single web coped or Double web coped?
SWC
Vertical shear force, V* = 230 kN Axial force from supported member on connection, N* = Moment on web side plate generated from shear, M* = Member Size Bolt size
Input "Uncoped","SWC", or "DWC"
50 kN 12.672 kNm
700WB115 M###
yeild stress of member web, tensile strength of member web, web thickness of member hole diameter bolt pitch distance,
fyw fuw twb dh sp sg1 sg2
clearence between plate fixed edge and member edge cope length
yeild stress of web plate, tensile strength of web plate, thickness of plate , bolt diameter,
depth of web plate, eccentricity of bolt group number of bolts, number of bolts per row
a
= = = = = = = =
300 430 10 22 70 55 0 20
Mpa Mpa mm mm mm mm mm mm
Lc ae1 ae2 ae3 ae4 ae5
= = = = = =
170 35 -11 59 35 0
mm mm mm mm mm mm
fyi fui ti df ae6 ae7 di
= = = = = = = = = =
250 400 12 20 35 35 490 55 7 7
Mpa Mpa mm mm mm mm mm mm mm mm
e nt np
(SWC and DWC coped members) (DWC coped members)
number of columns
=
1
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Design Capacity in Shear weld leg size, tw = 8 mm fillet weld type, E48XX design capacity of fillet weld per unit length of weld ΦVw = Design capacity of weld in shear, Va = 1056.70 kN for shear and axial forces: Ix = 2E+07 mm4 v*y v*z
y =
= 0.2351 kN/mm = 0.20935 kN/mm
1.3
kN/mm
(for shear force only)
245 mm
v* = 0.31481 kN/mm
weld capacity ok
Design capacity of bolt group Shear through thread? ΦVdf = spg Ibp
= =
92.6
Yes
kN
0 274400
Ze = 1.697 Zb = 6.03 Zeh = 1.697 Zev = 1.000 ΦVev = ΦVeh =
135.45 kN 135.45 kN
Design capacity of bolt group
aeyb aeyi
= =
Vb = Vb =
948.2 kN 1609.0 kN
Vb =
558.4
Deisgn capacity of web plate - shear Vc = ΦMsi = 162.07 kNm Design capacity of web plate - moment
Vd =
35 35
mm mm
kN 661.5
aexb aexi
= =
35 35
mm mm
bolt group capacity ok kN
2946.7 kN
side plate capacity ok
Moment capacity of side plate ok
For uncoped sections (supported member) depth between flanges, dp
=
284 mm
Design capacity of supported member in shear, (uncoped section) For single web coped section
Ve = ΦVvo =
511.2
kN
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depth of coped web, dw flange thickness, tf flange width, bf fillet radius, r
= = = =
652 16 250 0
mm mm mm mm
assuming N.A is in the web of the section Plastic section modulus N.A location, ys = 142.00 mm Ss = ### mm3
N.A in web, Ss valid
Elastic modulus N.A location, yc = Ix =
f*vm/f*va
=
215
mm
3E+08 mm4
Zx =
743532.3 mm3
Qc =
1026027.8
1.99
Vu = 1173.6 kN adopt Vv = 813.263 kN ΦVws = 731.937 kN
Vv = 813.263 kN
Ze = 1115298.5 mm3 ΦMss = 301.131 kNm Design capacity of supported member in shear, (SWC section)
Ve = ΦVws =
731.94 kN
Ve = ΦVwd =
283.50 kN
For double web coped beam depth of coped section, dw ΦVwd = ΦMsd =
=
210 mm
283.50 kN 29.77 kNm
Design capacity of supported member in shear, (DWC section) Design capacity of supported member in shear,
Ve =
731.94 kN
Design capacity of coped supported member in bending ev =
190
mm
CHECKED
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single web coped member Vf = 1584.9 kN double web coped member Vf = 156.671 kN Design capacity of coped member in bending
Vf =
1584.9 kN
Design capacity of coped supported member in block shear For single web coped member Avg Ans Atg Ant
= = = =
4550 3120 900 570
For double web coped member Avg Ans Atg Ant
mm2 mm2 mm2 mm2
= = = =
4550 3120 350 240
mm2 mm2 mm2 mm2
single web coped member Vg = ΦVbs = double web coped member Vg = ΦVbs = Design capacity of coped supported member in block shear Vdes
Design capacity of the connection Vdes ≥ V*,
Mdm Msi
= =
130.1 180.1
Joint rotation check
8.1
1075.0 kN
= 558.449 kN
Connection OK for shear
Nominal moment capacity of weld
ac =
Vg =
1075.0 kN 922.2 kN
162 ≤
Mdm>Msi
kNm kNm
weld fails requirement, increase weld size
ac/(sg1-ae1) ≤ 50
mm 50
check OK, need to ensure rotation is less than 0.02 radians
Column design moment column web thickness, twc = 9.3 mm column depth, dc = 210 mm eccentricity, ec = 100 mm (must be ≥ 100 mm, AS4100 clause 4.3.4) connection to column? Web or Flange,
web
Column moment from connection, M*c =
24.1114 kNm
CHECKED
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s" handbook
Weld category SP Weld leg Design capacity per unit length of weld, Φvw size, tw 3 4 5 6 8 10 12
E41XX 0.417 0.557 0.696 0.835 1.11 1.39 1.67
Grade 8.8 bolts
E48XX 0.489 0.652 0.815 0.978 1.3 1.63 1.96
Bolt size
20 24 30
Axial Tension
(kN) 163 234 373
Single shear Threads included ΦVfn
Threads excluded ΦVfx
(kN) 92.6 133 214
(kN) 129 186 291
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BRACING CONNECTION DESIGN The following spreadsheet is to be used in conjunction with "AISC: Design of Structural Connections" handbook Design Action from analysis, N* =
150
kN
Tension or Compression?
Minimum design axial force required by AS4100, N = 0.3 x Member capacity Member capacity, ΦNc,ΦNt = 366 kN Minimum design axial force, N* = Design Action, N* =
150
110
Tension cl. 9.1.4
kN
kN
CONNECTION PROPERTIES Single, double or triple line of bolts?
triple
Bolt size:
M###
tensile strength of component, fui = 400 MPa tensile strength of connected material, fub = 400 MPa thickness of component, ti = thickness of connected material, tb = 20 mm 20 mm number of bolts, nb width of component, bi = 350 mm = 9 number of rows,n number of bolts per row,nr = 3 3 p = diameter of bolts, df = 20 mm diameter of bolt hole, dh = 22 mm Bolt pitch, sp dinstance, sg = = 70 mm 90 mm distance, ae1 distance, ae2 = 35 mm = 59 mm distance, ae3 distance, ae4 = 85 mm = 35 mm yeild strength, fyi = 250 MPa distance, Lb = 55 mm Bolt Group Requirement: ΦVdf
ΦNb > N*t or N*c
where ΦNb is the design capacitiy of the bolt group = nb kr ΦVdf
= minimum of ΦVfn, ΦVb1, ΦVb2
reduction factor, kr =
Bolt thread included in shear plane? yes design capacity for a single bolt in shear, ΦVfn = 92.6 design capacity for local bearing, ΦVb1 = 460.8 kN design capacity related to plate tear out, ΦVb2 = 252.0 ΦVdf
=
92.6
1.0
kN kN
kN
Design capacity of bolt group, Weld Group to Support
ΦNb =
833.4
kN
Bolt group capacity OK
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Requiement:
ΦNw > N*t or N*c
where ΦNw is the design capacity of the weld group
angle between centreline of bracing cleat and horizontal axis, θ = Trial weld leg size 8 mm weld type E48XX design capacity of weld per unit length, Φvw = 1.3 kN/mm Design capacity of weld group, ΦNw
=
30
1050.8 kN
degrees
Weld group capacity OK
Cleat Component Axial Tension, Requirement: ΦNtc > N*t Where ΦNtc is the design capacity of the cleat component in tension number of holes across component at sg, ng = ΦNta =
3
1575.0 kN
ΦNtb: for single line of bolts: Avg Atg Ans Ant
= = = =
ΦNtb =
3500 1700 2400 1480
for double line of bolts: mm2 mm2 mm2 mm2
1005.3 kN
Avg Atg Ans Ant
= = = =
ΦNtb =
7000 1800 4800 1360
mm2 mm2 mm2 mm2
1441.8 kN
for triple line of bolts: Avg Atg Ans Ant
= = = =
ΦNtb =
Design capacity of cleat component in block shear, ΦNtb =
1924.2 kN
Design capacity of cleat component in tension, ΦNtc =
1575.0 kN
7000 3600 4800 2720
mm2 mm2 mm2 mm2
1924.2 kN
Cleat capacity OK
Axial Compression, Requirement: ΦNcc > N*c Where ΦNcc > N*c the design capacity of the cleat component in axial compression member section constant, αb Effective length, Le = 38.5 r = 5.774 form factor, kf = 1.0 λn = 6.67 αa = -7.200
= 0.5 mm
AS 41000, T. 6.3.3(1) & (2)
AS4100, Cl. 6.2.2
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λ = η =
3.0682 -0.034 ≥
0
adopt:
0
ξ = 430.718 member slenderness reduction factor, αc =
1.000
Design capacity of cleat in compression, ΦNcc = in compression Design Capacity of cleat, =
1575.0 kN
1575.0 kN
Cleat capacity, OK
CHECKED
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s" handbook Grade 8.8 bolts Bolt size Axial Tension (kN) 16 104 20 163 24 234 30 373 Weld category SP size, tw 3 4 5 6 8 10 12
E41XX 0.417 0.557 0.696 0.835 1.11 1.39 1.67
Single shear Threads included ΦVfn
Threads excluded ΦVfx
(kN) 59.3 92.6 133 214
(kN) 82.7 129 186 291
E48XX 0.489 0.652 0.815 0.978 1.3 1.63 1.96
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` SUPPORT CLEAT DESIGN Support cleat properties width of support cleat, bi cleat plate thickness, ti bolt row spacing, sp bolt gauge spacing, sg number of bolts, nb number of bolt rows, np bolt size
M###
end distance, ae1 = 35 mm side distance, ae3 = 85 mm distance, ae2 = 59 mm bolt hole diameter, dh = 22 mm tensile stress of cleat, fui = 400 MPa yeild stress of cleat, fyi = 250 MPa buckling length of cleat, Lb = 300 mm number of bolts per row, ng = 3
= 350 mm = 20 mm = 70 mm = 90 mm = 9 = 3 Grade 8.8
Design Actions Cleat design for compression or tension? Axial compression, N*c Axial Tension, N*t
= =
699 453
Member capacity of member Minimum design action = Design axial load, N* =
kN kN
= 2010 603 kN
603
tension
kN
kN
Joint length, Lj = 360 mm kr factor = 0.985 Bearing capacity of cleat Design capacity of cleat plate for bearing, ΦVb =
4085
kN
Bearing capacity OK
Tearout capacity of cleat Capacities,
ΦVt1 = 2233.98 kN ΦVt2 = 3765.9 kN
Design capacity of cleat plate for tearout, ΦVt
=
2234.0 kN Tearout capacity OK
Axial tension capacity Capacities,
ΦNta1 =
1575
kN
CHECKED
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ΦNta2 =
1738.1 kN
Design capacity of cleat plate in axial tension, ΦNta =
1575.0 kN Cleat capacity in tension OK
Block Shear capacity Single, double or triple line of bolts? for single line of bolts: Avg Atg Ans Ant
= = = =
ΦNtb =
3500 1700 2400 1480
triple
for double line of bolts: Avg Atg Ans Ant
mm2 mm2 mm2 mm2
= = = =
ΦNtb =
1005.3 kN
7000 1800 4800 1360
for triple line of bolts: Avg Atg Ans Ant
mm2 mm2 mm2 mm2
ΦNtb =
1441.8 kN
Design capacity of cleat component in block shear, ΦNtb =
= = = =
7000 3600 4800 2720
mm2 mm2 mm2 mm2
1924.2 kN
1924.2 kN Block shear capacity OK
Axial Compression capacity Axial Compression, Requirement: ΦNcc > N*c Where ΦNcc > N*c the design capacity of the cleat component in axial compression member section constant, αb = 1 AS 41000, T. 6.3.3(1) & (2) Effective length, Le = 210.0 mm r = 5.774 form factor, kf = 1.0 λn = 36.37 αa = 17.054 λ = 44.9002 η = 0.10236 ≥
AS4100, Cl. 6.2.2
0
ξ = 2.71454 member slenderness reduction factor, αc =
0.884
Section compression capacity, ΦNs = 1575 kN Section compression buckling capacity, ΦNcc = 1392.3 kN
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Design capacity of cleat plate in compression, ΦNc =
1392.3 kN
Cleat in tension, not applicable Weld capacity angle from the horiontal of brace, θ = V*h v*h
= =
496.9 0.710
V*v v*v
kN kN
Length of weld, Lw =
34.5 = =
341.5 0.488
kN kN
v*res
700
mm
= 0.86143 kN
Weld size 6 mm fillet weld Grade E48XX design capacity per unit length of weld, Φvw = 0.978 kN/mm Weld capacity OK LAP SPLICE PLATE DESIGN Lap splice plate properties width of lap splice, bi splice plate thickness, ti bolt row spacing, sp bolt gauge spacing, sg number of bolts, nb number of bolt rows, np
end distance, ae1 = 35 mm side distance, ae3 = 85 mm distance, ae2 = 59 mm bolt hole diameter, dh = 22 mm tensile stress of splice, fui = 400 yeild stress of splice, fyi = 250 number of bolts per row, ng = 3
= 350 mm = 12 mm = 70 mm = 90 mm = 9 = 3 bolt size M### Grade 8.8 number of lap splice plates, = 2 Design Actions
Axial Tension, N*t
=
387
Member capacity of member Minimum design action = Design axial load, N* =
kN
= 1280 384 kN
387
Joint length, Lj = 350 mm kr factor = 0.988 Bearing capacity of splice plates
kN
kN
MPa MPa
CHECKED
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Design capacity of cleat plate for bearing, ΦVb = 4914.43 kN
Bearing capacity OK
Tearout capacity of splice plate Capacities,
ΦVt1 = 2687.58 kN ΦVt2 = 4530.5 kN
Design capacity of cleat plate for tearout, ΦVt
=
2687.6 kN Tearout capacity OK
Axial tension capacity Capacities,
ΦNta1 = ΦNta2 =
1890 kN 2085.7 kN
Design capacity of cleat plate in axial tension, ΦNta =
1890.0 kN Cleat capacity in tension OK
Block Shear capacity Single, double or triple line of bolts? for single line of bolts: Avg Atg Ans Ant
triple
for double line of bolts:
for triple line of bolts:
= = = =
2100 1020 1440 888
mm2 mm2 mm2 mm2
Avg Atg Ans Ant
= = = =
4200 1080 2880 816
mm2 mm2 mm2 mm2
Avg Atg Ans Ant
ΦNtb =
603.2
kN
ΦNtb =
865.1
kN
ΦNtb =
Design capacity of cleat component in block shear, ΦNtb =
= = = =
4200 2160 2880 1632
1154.5 kN
2309.0 kN Block shear capacity OK
Bolt group capacity
Shear plane through threads? number of shear planes =
2
yes
mm2 mm2 mm2 mm2
CHECKED
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Design capacity of bolt group, ΦV f =
1666.8 kN Bolt group capacity OK
BY
CHECKED
Weld category SP Weld leg Design capacity per unit length of weld, size, tw Φv E41XX w E48XX 3 0.417 0.489 4 0.557 0.652 5 0.696 0.815 6 0.835 0.978 8 1.11 1.3 10 1.39 1.63 12 1.67 1.96
Grade 8.8 bolts Bolt size Axial Tension (kN) 16 104 20 163
Single shear Threads included (kN) 59.3 92.6
Threads excluded (kN) 82.7 129
24 30
234 373
133 214
186 291
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BASE PLATE DESIGN The following spreadsheet is to be used in conjunction with "AISC: Design of Structural Connections" handbook The following spreadsheet is for I/H-section type columns only Base plate geometry depth of column section, dc = 400 mm flange width of column section, bfc = 400 mm flange thickness of column section, tfc = 25 mm web thickness of column section, twc = 20 mm depth of base plate component, di = 650 mm width of base plate component, bi = 650 mm thickness of base plate component, ti = 50 mm yield stress of base plate component, f yi = 250 MPa Area of base plate component, A 1 = 422500.0 mm2
edge distances: a1 a2 am
= = =
135.0 165.0 165.0
mm mm mm
Area of supporting concrete foundation that is geometrically similar to the base plate, A 2 Characteristic compression strength of concrete at 28 days, f' c = 32 MPa Design Actions Axial tension, N*t Axial compression, N*c
= =
1336 3551
kN kN
Design for Axial compression or tension?
X-axis shear, V*x Y-axis shear, V*y
= =
617 727
compression
Design for Axial Compression Design requirement:
Ndes ≥ N*c
Design strength of concrete foundation in compression, ΦNc =
9547
Design strength of steel base plate in compression, ΦNs, = 4364.67 kN ΦNs1 = 4364.67 kN AH = 96705 mm2 (dc + bfc)2 > 4AH a3 = 74.2 ΦNs2 = 4939.09 kN
True
kN
kN kN
=
810000 mm2
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Design capacity of fillet weld at base of column subject to axial compression in column, ΦNw = Total Length of fillet weld, Lw
=
1660
mm
2705.8 kN
note*: weld length only considers welding around the flanges.
Weld leg size = 10 mm Grade of weld = E48XX must be E41XX or E48XX design capacity of fillet weld per unit length, Φvw = 1.63 kN/mm Is full contact between column and base plate achieved? Design capacity for axial compression, Ndes =
yes
4364.7 kN
Design for Axial Tension Design requirement
Ndes ≥ N*t
number of anchor bolts, nb gauge of anchor bolts, sg
= =
4 500
bfo = bfc
=
400
mm
Design strength of steel base plate due to axial tension in column, ΦNs √2 x bfo
=
mm
=
2700.0 kN
566 mm
Design capacity of fillet weld at base of column subject to axial tension in column, ΦNw = Design capacity for axial tension, Ndes
Design capacity of base plate, Ndes
=
2705.8 kN
2700.0 kN
= 4364.67 kN
Base plate capacity OK
Hold down bolt design capacity Tensile strength, fuf Grade 4.6 = tensile stress area of the bolt, As = 561 mm2 centre to centre spacing of bolts, s = 500 mm edge distance from bolt to footing, ae = 175 mm must be greater than: 144 mm 210 mm 100 mm Are hold down bolts to take shear? no Trial size of hold down bolts: number of bolts, nb = 4
thread included in shear plane?
M###
yes
400 MPa
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design capacity of a single bolt in shear, ΦVf = 208.0 kN design capacity of embedded bolt subject to shear force, ΦVus = design shear force, V*res =
238.4
kN
38.8
kN
ΦVus > ΦVf
Bolts not resisting shear
Tensile capacity: Type of hold down bolt to be used:
1
input
design capacity of bolt group in tension, ΦNtb depth of embeddment, Ld =
700
1 - threaded rod with square plate 2 - hook type bolt
=
1432.0 kN
mm
for hook type bolts: hook length, Lh =
0
mm
design capacity of concrete resisting pull out, ΦN cc =
0
kN
for square plate type hold down bolts: square plate dimensions, w = 150 mm sq projected area for a single bolt, Aps = 2E+06 mm2 design capacity of concrete resisiting pull out for a single bolt, ΦNcc = 3587.92 kN projected area for bolt group, Aps
=
810000
mm2
design capacity of concrete resisiting pull out for bolt group, ΦNcc design capacity of concrete resisting pull out, ΦNcc
= 1209.66 kN
= 1209.66 kN
Ncc < Ntb, increase Ncc capacity Design capacity of hold down bolts in tension OK combined tension and shear check V*/ΦVf + N*/ΦNtf =
Shear key design
2.079
<
1.0
No tension/shear interaction
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type of shear key:
crucifix
length of shear key, ds = width of shear key, bs = thickness of grout, tg =
single or crucifix shear key thickness, ts yeild strength, fy =
500 mm 220 mm 40 mm
bearing capacity of shear key,
=
concrete cover, c = 1060.8 kN
= 40 mm 250 MPa 50 mm
note*: bearing capacity ignores bearing capacity of concrete cover
bending capacity, single shear key = 346.154 kN bending capacity, crucifix shear key = 4673.08 kN bending capacity of shear key,
=
4673.1 kN Shear key capacity in the X-axis direction OK Shear key capacity in the Y-axis direction OK
shear key weld: fillet weld size:
###mm
Grade:
design capacity per unit length of weld, Φvw = shear direction: M*x M*y
= =
94.5 80.21
both
E48XX 1.96
kN/mm
input, x-axis, y-axis or both
kNm kNm
single shear key resisting x-axis shear and axial tension weld length, Lw = 1000 mm v*x v*z
= =
0.62 kN/mm 5.35 kN/mm
Iy =
resultant, v*res
=
400000 mm4
5.38 kN/mm
weld capacity inadequate
single shear key resisting y-axis shear and axial tension weld length, Lw = 1000 mm v*y v*z
= =
0.73 kN/mm 6.06 kN/mm
Ix =
resultant, v*res
=
400000 mm4
6.1 kN/mm
weld capacity inadequate
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
REVISION
OF DATE
BY
CHECKED
Nov-17
crucifix shear key resisting shear and axial tension weld length, Lw = 2000 mm v*x v*y v*z
= = =
### kN/mm 0.36 kN/mm 2.73 kN/mm
Ix,Iy
resultant, v*res
=
=
2E+07 mm4
2.77 kN/mm
weld capacity inadequate
Column weld design for combined shear and axial tension weld capacity per unit length of weld, Φvw = length of weld, Lw = v*x v*y v*z
= = =
1660
1.63
kN/m
mm
0.37 kN/mm 0.44 kN/mm 0.8 kN/mm resultant force, v*res
=
0.99 kN/m
Base plate in compression, ignore
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
Nov-17
BY
CHECKED
REVISION
DATE
BY
CHECKED
REVISION
OF DATE
BY
CHECKED
s" handbook
Weld category SP Weld leg Design capacity per unit length of weld, size, tw Φv E41XX w E48XX 3 0.417 0.489 4 0.557 0.652 5 0.696 0.815 6 0.835 0.978 8 1.11 1.3 10 1.39 1.63 12 1.67 1.96
Grade 4.6 bolts Bolt size Axial Tension
12 16 20 24 30 36 42
(kN) 27 50.2 78.4 113 180 261 358
Single shear Thread included ΦVfn
Thread excluded ΦVfx
(kN) 15.1 28.6 44.6 64.3 103 151 208
(kN) 22.4 39.9 62.3 89.7 140 202 274
Tensile area As mm2 84.3 157 245 353 561 817 1120
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
OF
REVISION
DATE
BY
CHECKED
Nov-17
BOLTED END PLATE DESIGN The following spreadsheet is to be used in conjunction with "AISC: Design of Structural Connections" handbook The following is for the design of "type A" bolted end plates as defined in the AISC handbook Design Actions Actual forces Axial force, N* = 0 kN Design Bending Moment, M* =
Design shear force, V* 210
=
150
kN
kNm
Minimum design actions
Adopted actions
Member moment capacity, ΦMs/b = 245.7 kNm Minimum design bending moment, M*min = 122.85 kNm Minimum design shear force, V*min = 40 kN
N* = M* = V* =
0 210 150
kN kNm kN
Geometry Supported beam geometry Section depth, db flange thickness, tfb flange width bfb web thickness, twb
= = = =
403 10.9 178 7.6
mm mm mm mm
yeild strength of section, fy = tensile strength of section, fu =
260 MPa 410 MPa
mm mm mm mm
yeild strength of section, fy = tensile strength of section, fu =
250 MPa 410 MPa
Supporting column geometry Column depth, dc flange thickness, tfc flange width, bfc web thickness, twc
= = = =
260 17.3 256 10.5
Connection geometry distance from bolt centre-line to face of flange, a f edge distance from bolt centre-line to edge of plate, a e thickness of end plate, ti = 25 mm bolt gauge, sg = 140 mm width of end plate, bi = 200 mm depth of end plate, di = 540 mm file:///conversion/tmp/scratch/370920712.xls
= =
60 50
mm mm
yeild strength of plate, fy tensile strength of plate, fu
= =
250 MPa 410 MPa
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
OF
REVISION
DATE
BY
CHECKED
Nov-17
Bolt size:
bolt hole diameter, df =
M### bolts
26
mm
Design flange forces N*ft N*fc V*vc
= = =
535.6 535.6 150
kN kN kN
Weld design Flange weld Weld design assumes that flange weld transmits design forces N*ft, N*fc type of weld to be used: butt weld input fillet or butt Check flange capacity to transfer load, ΦNfb = 454.007 kN weld category: SP capacty reduction factor, Φ = 0.9 weld grade: E48XX Full penetration butt weld, ΦNw
=
454.0
Increase flange size
kN
Fillet weld: capacity per unit length, Φvw = fillet weld size, 6 mm weld capacity, ΦNw = 348.168 kN Capacity of flange weld, ΦNw
### kN/mm
= 454.007 kN
Increase weld
Web weld Length of weld, Lw = factor, kw = 0.39 factor, kmw = 0.16
381.2
design shear, v*y design shear, v*z
0.197 0.694
= =
mm
(along web) N*w M*w
kN/mm kN/mm
v*res
fillet weld size, 6 mm grade, capacity per unit length of weld, Φvw =
E48XX ### kN/mm
Bolt Design co-efficient allowing for prying, kpr = 0.3 capacity of a single bolt in tension, ΦNtf = number of bolts in tension, nt = 4 file:///conversion/tmp/scratch/370920712.xls
234 kN
=
= =
0 33.6
0.721
kN kNm
kN/mm
Web weld capacity, OK
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
OF
REVISION
DATE
BY
CHECKED
Nov-17
Tensile capacity of bolt group, ΦNtb =
720.0
kN
Tensile capacity of bolts, OK
Shear capacity of bolts: number of bolts in shear not including those in tension, ncw Shear plane through bolt thread? no Is end tearout of the end plate possible? Is end tearout of the column possible?
372
2 distance, aey distance, aey
no no
capacity of a single bolt in shear, ΦVfn = 186 kN capacity of end plate in bearing or tearout, ΦVbi = 708.5 capacity of column in bearing or tearout, ΦVbc = 490.3 Shear capacity of bolts, ΦVfb =
=
= =
35 35
mm mm
(plate) (column)
kN kN
kN
Shear capacity of bolts, OK
End Plate Design Flexural capacity, ΦNpb
=
468.8
Vertical shear capacity of plate, ΦVpv Horizontal shear capacity of plate, ΦVph
kN
Increase thickness of end plate
=
3037.5 kN =
1125
Vertical shear end plate capacity, OK kN
Horizontal shear end plate capacity, OK
Stiffeners Connection geometry: column depth, dc column section depth between fillets, d wc = = 260 mm column flange width, bfc distance brc = 38.5 mm = 256 mm column flange thickness, tfc = 17.3 mm column web thickness, twc = 10.5 mm column section root radius, rc = 14 mm yield stress of the column flange, fycf = 250 MPa yield stress of the column web, f ycw = 260 MPa Beam depth, db = 403 mm Beam flange width, bfb = 178 mm Beam flange thickness, tfb = 10.9 mm Beam web thickness, twb = 7.6 mm End plate width, bi
=
200 mm
file:///conversion/tmp/scratch/370920712.xls
distance, ac =
58
mm
197 mm
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
OF
REVISION
DATE
BY
CHECKED
Nov-17
End plate depth di = 540 mm End plate thickness, ti = 25 mm Bolt hole diameter, dh = 26 mm Bolt pitch, sp = 130 mm Bolt gauge, sg = 140 mm
N*ft1 N*fc1 V*vc
= = =
535.6 535.6 150
distance, ad distance, ai distance, ae distance, af
= = = =
50.8 30 50 60
mm mm mm mm
flange forces for the connection of a second beam, if applicable N*ft2 = 0.0 kN N*fc2 = 0.0 kN
kN kN kN
Requirement for tension stiffeners Capacity, ΦRt1 Capacity, ΦRt2
= 503.367 kN = 518.052 kN
Stiffener design force at tension flange, N*ts Stiffener design force at tension flange, N*ts
Tension stiffeners required = =
32.2 32.2
kN kN
for beam on one side of column for beams on both sides of the column
Additional requirement: Is the beam tension flange within a distance bfc from the end of the column? Distance from end plate edge to the face of the flange, L e = Capacity ΦRs = 602.555 kN
no
110 mm Ignore requirement
assumes the length of the stiffener is equal to the depth between flages of the column
Requirement for compression stiffeners k9 k10
k11
= 384.521 kN = 2.46 kN/mm
Capacity, ΦRc1 Capacity, ΦRc2
= =
534.2 919
=
919
kN kN
Stiffener design force at compression flange, N* cs Stiffener design force at compression flange, N* cs Additional requirement: file:///conversion/tmp/scratch/370920712.xls
kN
Compression stiffeners required = =
1.4 1.4
kN kN
for beam on one side of column for beams on both sides of column
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT REVISION
SHEET DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
REVISION
OF DATE
BY
CHECKED
Nov-17
Is the beam compression flange within a distance
103 mm from the end of the column?
no
Distance, Le
= 85 mm reduction ratio, = 1.033 Capacity, ΦRc1 = 539
kN
Ignore requirement
Check for overlapping stresses 4760.7 < 4117.05
Stress overlap occurs, stiffeners required
Stiffened Columns- Tension flange region thickness of stiffener, ts = 6 mm size of fillet weld connecting stiffener to flange, t w w1 = w2 =
69.7088 57 ≤ w1,
adopt
=
5
mm
input tw = 0, if butt weld
57
Capacity of stiffened flange in tension, ΦRts
=
713.0
kN
Tension stiffener capacity OK
For the use of flange doubler plates thickness of doubler plates, td
=
10
yield strength of doubler plates, fyd =
mm
Capacity of flange with doubler plates, ΦRtd
250 MPa
= 627.948 kN
Flange/doubler plate capacity, OK
=
Flange capacity, OK
For both stiffener and doubler plates revised tfc = 27.3 mm Capacity of flange with doubler plates, ΦRtd
1775.5 kN
Stiffened Columns - Compression region Number of stiffeners to be used 2 width of stiffener, bs = 100 mm stiffener thickness, ts = 6 mm yield stress of stiffener, fys = 250 MPa Capacity of the stiffened web, ΦRcs = file:///conversion/tmp/scratch/370920712.xls
612.8
Area of stiffeners, As =
kN
1200
mm2
Stiffened web capacity, OK
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT
SHEET
REVISION
DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
REVISION
OF DATE
BY
Nov-17
Shear stiffeners Awc
=
The following applies to web doubler plates only.
αv =
2366.7 mm2
capacity, ΦVa capacity, ΦVb
18.3
= 332.285 kN = 6078.4 kN
Capacity of web column in shear, ΦVc
= 332.285 kN
Design shear force in the column, V* c
=
-100
kN
note* the sign convention in AISC connections handbook
for beam on one side of column: at tension flange, design force at compression flange, design force
= =
435.6 435.6
kN kN
Web doubler plate needed Web doubler plate needed
for beams on both sides of column: at tension flange, design force at compression flange, design force
= =
435.6 435.6
kN kN
Web doubler plate needed Web doubler plate needed
Web capacity using a Doubler plate Thickness of doubler plates twd Awc
=
=
4620.7 mm2
capacity, ΦVa capacity, ΦVb
10
mm αv =
69.7
= 648.746 kN = 45236 kN
Capacity of web column in shear, ΦVc
= 648.746 kN
Column web capacity, OK Column web capacity, OK
check statements follow design actions as above
Column web capacity, OK Column web capacity, OK Design of Stiffeners Tension stiffeners: width of stiffener, bes = 100 mm yield strength of stiffener, fys = 250 Mpa capacity of two stiffeners, ΦNts = file:///conversion/tmp/scratch/370920712.xls
270
kN
CHECKED
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT REVISION
SHEET DATE
BY
CHECKED
REVISION
DATE
BY
CHECKED
OF
REVISION
DATE
BY
CHECKED
Nov-17
Stiffener capacity ok Stifenner capacity ok
beam on one side of column beams on both sides of column
Compression stiffeners: capacity of two stiffeners, ΦNcs =
270
kN
Stiffener capacity ok Stifenner capacity ok
beam on one side of column beams on both sides of column
Requirement for bearing stiffeners bes
≤ 15.ts √fys/250 ≤
90
mm
file:///conversion/tmp/scratch/370920712.xls
AS4100 clause 5.14.3 Fails requirement
Worley ABB Joint Venture ACN 001 279 812 and ACN 000 095 250 CLIENT
PROJ No
PROJECT
CALC No
SUBJECT REVISION
SHEET DATE
BY
CHECKED
Nov-17
file:///conversion/tmp/scratch/370920712.xls
REVISION
DATE
BY
CHECKED
REVISION
OF DATE
BY
CHECKED
CHECKED
ns" handbook
file:///conversion/tmp/scratch/370920712.xls
CHECKED
Weld category SP Weld leg Design capacity per unit length of weld, size, tw Φv E41XX w E48XX 3 0.417 0.489 4 0.557 0.652 5 0.696 0.815 6 0.835 0.978 8 1.11 1.3 10 1.39 1.63 12 1.67 1.96
Grade 8.8 bolts Bolt size Axial Tension
file:///conversion/tmp/scratch/370920712.xls
Single shear Threads included ΦVfn
Threads excluded ΦVfx
CHECKED
y of bolts, OK
16 20 24 30
(kN) 104 163 234 373
(plate) (column)
of bolts, OK
capacity, OK
capacity, OK
mm
file:///conversion/tmp/scratch/370920712.xls
(kN) 59.3 92.6 133 214
(kN) 82.7 129 186 291
CHECKED
file:///conversion/tmp/scratch/370920712.xls
CHECKED
capacity, OK
file:///conversion/tmp/scratch/370920712.xls
CHECKED
file:///conversion/tmp/scratch/370920712.xls
CHECKED
de of column sides of column
de of column sides of column
file:///conversion/tmp/scratch/370920712.xls
CHECKED
file:///conversion/tmp/scratch/370920712.xls
