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1.0
1.1 Fi
CONNE
xed Joint
From SpMEMBER FO--------- Envelope
an an
Lo Memb Ca
2198 1 362 1 362 1 2198 1 2198 2 362 2 2198 2 362 2 362 2 2198 2 2198 1 362 1
The bas
TIONS
aseplate
acegass wRCES AND MO-----------
= Load Cased Members 3d All Secti
ad Axise For
19 253.430 -30.511 76.010 251.133 144.000 59.848 57.810 54.000 59.833 144.010 251.111 76.0
plate verif
nd Ancho
have the f ENTS (kN,k
----- (*=Ma
s 100-49962,2198ons
al Y-Axce She
24* -0.114# -39.512 94.477 -95.076 -13.616 -13.564 -0.488 0.116 -13.576 -13.677 -95.012 94.4
ication is u
r Bolts
ollowing rem)imum, #=Min
s Z-Axir Shea
1 -1.563 -43.544* -1.549# 1.041 98.117 -101.052 -84.552 -87.057 -101.051 98.119 1.044 -1.54
dertaken u
ctions env
imum)
s X-Axir Torsio
9 -0.007 -0.038 -0.092 0.028* -0.105# -0.137 0.104 -0.135 -0.138 -0.102 0.028 -0.09
sing Limco
elope:
Y-Axi Momen
3.15 0.00 3.09 -2.07 -196.28 202.14* 169.14# 174.13 202.14 -196.28 -2.07 3.09
.
Z-AxisMoment
0.287-0.004
-188.923190.271
27.29127.013
0.925-0.278
* 27.013# 27.291
190.271 -188.923
*#
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LIMCON V3.22-NOV-12
20:22:20Connect
T
Coun Un Design c
Column:D =B =
Tf =Tw =
.SectioCl.5.11.2( .Sectio .SectioAS4100 6.2
Base pla 350x300
Welds:8 FW/48
Bolts:
4 x M30Bolt ho
No. bol No. bol Spacing
SpacingEmbedme
60
on: FJ_to_pe: Base P 1: Pinry: Austrats: SI metde: AS 410
Mark=COL162 mm154 mm
12 mm8 mm
shear capa)
tension c compressi.1
e:20 Gr./fy
MPa/SP all
4.6/S/N ane dia. .
rows = 2cols. = 2
of outer bof outer bt length =
onc_2late
ed base pllia
ic
ection=150 Root rad.
AreaZxSx
city . . .
pacity . .n capacity
fu=250/250
around col
hor bolts.. . . . . .
lts, sg =lts, sp =600, no ho
ate
UC37.2 Gr= 9= 4730= 274000= 310000. . 226.
. . 1298.
. . 1277.
/410MPa
umn.
. . 3
200 in XX250 in YYok.
ade=300m fyf =
fyw =fu =
7 kN
5 kN1 kN
6 mm
irection.irection.
300 MPa320 MPa440 MPa
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Shear capacity of bolts considered.
No shear key.
Foundation:Foundation strength, f'c . . . . 40.0 MPaGrout thickness . . . . . . . . . 30 mmCircular, dia. . . . . . . . . . 750 mmMin. bolt edge distance . . . . . 215 mmDepth . . . . . . . . . . . . . . 2000 mmFoundation is reinforced - reinforcement not checked.Coefficient of friction . . . . . 0.40
MINIMUM ACTION CHECK(Minima are based on section capacity, not member capacity.)Specified minimum design actions:
Shear 0.0 kNTension 0% of Ns ( 1298.5) = 0.0 kNCompression 0% of Nc ( 1277.1) = 0.0 kNNOTE: Input design actions are not automatically increased if they are less than
the specified minimum actions. Minimum actions may be set in any load case.This check warns if any design action is less than the specified minimumfor all load cases.
DESIGN CHECK SUMMARYCase P* V*x V*y M*x M*y LF Util.
1 -216c 0 0 0.0 0.0 2.28 44%
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NOTE: X and Y shear forces are resisted only by weld elements aligned in thesame direction as the shear force.
Column weld capacity . . . . . . . . . . . 1.303 v*res = 0.273 4.77Pass
CRITICAL LOAD CASE . . . . 1CRITICAL LIMIT STATE . . . Modified Thornton plate capacity, NsUTILIZATION RATIO . . . . 44%CAPACITY RATIO, .Ru/S* . 2.275 Pass
For the case of anchor bolts all the load combinations must be checked as shear tension interaction governs the design.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear Tension Interaction Diagram
Anchor Bolts Capacity Interaction Curve
Shear&Tension forces on Anchor Bolts
Linear (Anchor Bolts Capacity Interaction Curve)
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Therefore the standard baseplate for the truss fixed joint to concrete has adequatestrength, and M30 anchor bolts satisfy the shear tension interaction limit stated inthe design criteria.
Anchor Bolts Check for F4
d f = M30 nf = 4 Number of fasteners
Ntf = 152.7 kN V*1 = V* / n f Shear per fastenerVfn = 103 kN T*1 = T* / n f Tension per fastener
Load XAxis YAxis ZAxis V* T*Case Force Force Force kN kN
1 232 100.44 13.21 12.79 101.25 13.21 0.25 0.02 0.27 OK1 243 100.44 13.21 12.79 101.25 13.21 0.25 0.02 0.27 OK
Node V* / Vfn T* / Ntf Interaction Cond
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1.2 Trestle TR1 & TR2 Type PCT7 Base Plate and Anchor Bolts
From Spacegass we have the following reactions envelope:
NODE REACTIONS (kN,kNm)-------------- (*=Maximum, #=Minimum)
Envelope = Load Cases 100-499and Nodes 151,155,163,165
Load X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-AxisNode Case Force Force Force Moment Moment Moment
155 110 7.327* 602.339 -65.997 0.000 0.000 0.000163 130 -1.266# -267.979 -27.677 0.000 0.000 0.000155 130 2.215 897.998* -129.412 0.000 0.000 0.000151 130 -0.089 -504.238# -58.001 0.000 0.000 0.000
163 131 0.630 327.524 134.767* 0.000 0.000 0.000165 130 1.587 586.690 -134.394# 0.000 0.000 0.000155 178 2.123 410.965 -32.981 0.000* 0.000 0.000151 107 2.767 231.890 72.903 0.000# 0.000 0.000163 106 0.355 99.620 87.263 0.000 0.000* 0.000165 108 3.683 426.624 -88.508 0.000 0.000# 0.000163 111 0.455 101.810 99.798 0.000 0.000 0.000*163 106 0.355 99.620 87.263 0.000 0.000 0.000#
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Baseplate Trestle TR1 & TR2
Ref.: AISC Design of Structural Connections 4th Ed.
1.- Input data
Column Base Plate Weld Anchor Bolts Concrete Pier
tfc 9.5mm f yi 250MPa fuw 480MPa f u 400MPa fc 40MPa
tw 6mmdo 323.9mm di 430mm f yb 240MPa dp 750mm
bi 430mm n b 4
ti 32mm d 36mm
Sg 320mm
Design Loads
Nc 898KN ULS Compression
Nt 504KN ULS Tension
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2.- Calculations - Compression 0.6
Ao do
2
482397.1 mm
2
A1 bi d i 184900 mm2
A2dp
2
40.4m
2
Nc min A1 0.85 fcA2
A1
A1 2 fc 5830.5 kN Design Capacity of Concrete in Compression
AH max Nc
0.85 fc
A2
Ao
Nc
2 fc
19010.6 mm2
a1di 0.8 do
285.4 mm
a2 bi 0.8d o
285.4 mm
am max a 1 a2 85.4 mm
a3
do do2
4AH
219.9 mm
Nsc min 0.9 f yi ti2 A1
2 am2
0.9 f yi ti2 AH
2 a32
2917.9 kN Design Capacity of Base Plate in Compression
Ndes.c min Nc Nsc 2917.9 kN Design Capcity in Compression
chk "OK" Ndes.c
Nc
if
"FAIL" otherwise
chk "OK"
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For the case of anchor bolts all the load combinations must be checked as shear tension interaction governs the design.
3.- Calculations - Tension
1 0.9
bfo bi do 106.1 mm
dc1 do 323.9 mm
btSg 2 dc1
264.3 mm
be 2 bt d 164.6 mm
Design Strength of Base Plate in tension Ns1 be ti
2 f yi
4n b bt
589.7 kN
Lw do 1017.6 mm Total length of fillet weld
kr 1 Lw 1.7mif
1.1 0.06 Lw
1000mm 1.7m Lw 8mif
0.62 otherwise
1 Table 9.7.3.10(2) AS4100
vw 0 .8 0 .6 fuw tw
2
0.978 kN
mm
Nw kr vw Lw 994.7 kN Design Capacity of fillet weld
As 817 mm2 Anchor bolt area
Ntf 0.8 As f u 261.4 kN Design capacity of a single anchor bolt.
Ntb n b Ntf 1045.8 kN Design Capacity of the bolt group in tension
Ndes.t min Ns Nw Ntb 589.7 kN Design Capacity in Tension
chk1 "OK" N des.t Ntif
"FAIL" otherwise
chk1 "OK"
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The maximum interaction values and respective load combinations are shown in thefollowing table:
Therefore the standard baseplate for trestle TR1 has adequate strength, and M36anchor bolts satisfy the shear tension interaction limit stated in the design criteria.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear Tension Interaction Diagram
Anchor Bolts Capacity Interaction Curve
Shear&Tension forces on Anchor Bolts
Linear (Anchor Bolts Capacity Interaction Curve)
Anchor Bolts Check for TR1 & TR2 (F5&F5A)
d f = M36 nf = 4 Number of fasteners
Ntf = 219.9 kN V*1 = V* / n f Shear per fastenerVfn = 150.6 kN T*1 = T* / n f Tension per fastener
Load XAxis YAxis ZAxis V* T*Case Force Force Force kN kN
151 130
0.1
504.2
58.0 58.0 504.2 0.10 0.57 0.67 OK155 159 0.2 452.1 80.0 80.0 452.1 0.13 0.51 0.65 OK163 158 0.7 234.5 60.4 60.4 234.5 0.10 0.27 0.37 OK165 159 0.7 230.1 59.8 59.8 230.1 0.10 0.26 0.36 OK
Node V* / Vfn T* / Ntf Interaction Cond
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1.3 Trestle TR3 Type PCT8 Base Plate and Anchor Bolts
From Spacegass we have the following reactions envelope:
NODE REACTIONS (kN,kNm)-------------- (*=Maximum, #=Minimum)
Envelope = Load Cases 100-499and Nodes 2068-2069
Load X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-AxisNode Case Force Force Force Moment Moment Moment
2068 208 5.891* 520.160 -54.892 0.000 0.000 0.0002068 209 -6.065# 512.774 -54.312 0.000 0.000 0.0002068 130 -0.235 1203.417* -153.452 0.000 0.000 0.0002069 130 0.120 -739.808# -87.611 0.000 0.000 0.000
2069 131 -0.200 928.055 149.682* 0.000 0.000 0.0002068 130 -0.235 1203.417 -153.452# 0.000 0.000 0.0002068 179 -0.741 414.772 -31.598 0.000* 0.000 0.0002068 112 -0.274 556.260 -56.945 0.000# 0.000 0.0002068 129 -4.323 368.565 -32.573 0.000 0.000* 0.0002068 411 -2.586 216.414 -15.466 0.000 0.000# 0.0002068 148 3.063 269.685 -21.914 0.000 0.000 0.000*2069 133 -1.776 145.360 37.043 0.000 0.000 0.000#
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Baseplate Trestle TR3
Ref.: AISC Design of Structural Connections 4th Ed.
1.- Input data
Column Base Plate Weld Anchor Bolts Concrete Pier
tfc 9.5mm f yi 250MPa fuw 480MPa f u 400MPa fc 40MPa
tw 10mmdo 355.6mm di 450mm f yb 240MPa dp 900mm
bi 450mm n b 4
ti 40mm d 42mm
Sg 340mm
Design Loads
Nc 1203.4KN ULS Compression
Nt 739.8KN ULS Tension
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2.- Calculations - Compression
0.6
Ao do
2
499314.7 mm
2
A1 bi d i 202500 mm2
A2dp
2
40.6m
2
Nc min A1 0.85 fcA2
A1
A1 2 fc 7322.0 kN Design Capacity of Concrete in Compression
AH max Nc
0.85 fcA2
Ao
Nc
2 fc
25070.8 mm2
a1di 0.8 do
282.8 mm
a2 bi 0.8d o
282.8 mm
am max a 1 a2 82.8 mm
a3
do do2
4AH
224.1 mm
Nsc min 0.9 f yi ti2 A1
2 am2
0.9 f yi ti2 AH
2 a32
5321.8 kN Design Capacity of Base Plate in Compression
Ndes.c min Nc Nsc 5321.8 kN Design Capcity in Compression
chk "OK" Ndes.c
Nc
if
"FAIL" otherwise
chk "OK"
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The maximum interaction values and respective load combinations are shown in thefollowing table:
Therefore the standard baseplate for trestle TR3 has adequate strength, and M36anchor bolts satisfies the shear tension interaction limit stated in the design criteria.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear
Tension Interaction
Diagram
Anchor Bolts Capacity Interaction Curve
Shear&Tension forces on Anchor Bolts
Linear (Anchor Bolts Capacity Interaction Curve)
Anchor Bolts Check for TR3 (F7)
d f = M42 nf = 4 Number of fasteners
Ntf = 299.3 kN V*1 = V* / n f Shear per fastenerVfn = 214.7 kN T*1 = T* / n f Tension per fastener
Load XAxis YAxis ZAxis V* T*Case Force Force Force kN kN
2068 159 0.0 725.8 108.7 108.7 725.8 0.13 0.61 0.73 OK2069 158 0.0 731.3 109.1 109.1 731.3 0.13 0.61 0.74 OK
Node V* / Vfn T* / Ntf Interaction Cond
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1.4 Trestle TR4 Type PCT8 Base Plate and Anchor Bolts
For this trestle the verification must be splitted in two parts as there is a backstaypresent.For the trestle legs we obtain the following reactions envelope:
NODE REACTIONS (kN,kNm)-------------- (*=Maximum, #=Minimum)
Envelope = Load Cases 100-499and Nodes 2080,2084
Load X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-AxisNode Case Force Force Force Moment Moment Moment
2080 256 9.189* -356.627 53.369 0.000 0.000 0.0002084 232 -6.655# 218.010 49.890 0.000 0.000 0.0002080 130 1.891 1308.358* -161.935 0.000 0.000 0.0002084 130 -2.208 -833.870# -90.629 0.000 0.000 0.0002084 131 0.441 957.415 152.132* 0.000 0.000 0.0002080 130 1.891 1308.358 -161.935# 0.000 0.000 0.0002080 213 -1.665 86.872 12.780 0.000* 0.000 0.0002080 124 0.798 610.410 -58.723 0.000# 0.000 0.0002080 126 1.451 687.114 -69.155 0.000 0.000* 0.0002084 130 -2.208 -833.870 -90.629 0.000 0.000# 0.0002080 201 6.867 220.933 -10.992 0.000 0.000 0.000*2084 161 8.516 -226.604 -33.541 0.000 0.000 0.000#
For the backstay we obtain the following reactions envelope:
NODE REACTIONS (kN,kNm)-------------- (*=Maximum, #=Minimum)
Envelope = Load Cases 100-499and Nodes 2076
Load X-Axis Y-Axis Z-Axis X-Axis Y-Axis Z-AxisNode Case Force Force Force Moment Moment Moment
2076 201 367.246* 687.111 -0.222 0.000 0.000 0.0002076 202 -375.171# -681.419 0.703 0.000 0.000 0.0002076 201 367.246 687.111* -0.222 0.000 0.000 0.0002076 202 -375.171 -681.419# 0.703 0.000 0.000 0.0002076 210 -374.634 -680.466 0.785* 0.000 0.000 0.0002076 211 366.680 686.063 -0.740# 0.000 0.000 0.0002076 205 -111.584 -201.482 0.357 0.000* 0.000 0.0002076 121 49.543 95.800 -0.085 0.000# 0.000 0.0002076 178 -48.678 -85.268 0.093 0.000 0.000* 0.0002076 131 0.235 4.798 -0.010 0.000 0.000# 0.0002076 203 367.200 687.023 -0.665 0.000 0.000 0.000*2076 200 -375.133 -681.351 0.260 0.000 0.000 0.000#
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Baseplate Trestle TR4
Ref.: AISC Design of Structural Connections 4th Ed.
1.- Input data
Column Base Plate Weld Anchor Bolts Concrete Pier
tfc 9.5mm f yi 250MPa fuw 480MPa f u 400MPa fc 40MPa
tw 10mmdo 406.4mm di 510mm f yb 240MPa dp 900mm
bi 510mm n b 4
ti 40mm d 42mm
Sg 380mm
Design Loads
Nc 1308.4KN ULS Compression
Nt 833.9KN ULS Tension
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2.- Calculations - Compression 0.6
Ao do
2
4129717.1 mm
2
A1 bi d i 260100 mm2
A2dp
2
40.6m
2
Nc min A1 0.85 fcA2
A1
A1 2 fc 8298.3 kN Design Capacity of Concrete in Compression
AH max Nc
0.85 fc
A2
Ao
Nc
2 fc
28961.5 mm2
a1di 0.8 do
292.4 mm
a2 bi 0.8d o
292.4 mm
am max a 1 a2 92.4 mm
a3
do do2
4AH
224.1 mm
Nsc min 0.9 f yi ti2 A1
2 am2
0.9 f yi ti2 AH
2 a32
5478.9 kN Design Capacity of Base Plate in Compression
Ndes.c min Nc Nsc 5478.9 kN Design Capcity in Compression
chk "OK" Ndes.c
Nc
if
"FAIL" otherwise
chk "OK"
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3.- Calculations - Tension
1 0.9
bfo bi do 103.6 mm
dc1 do 406.4 mm
btSg 2 dc1
265.5 mm
be 2 bt d 173 mm
Design Strength of Base Plate in tension Ns1 be ti
2 f yi
4n b bt
950.8 kN
Lw do 1276.7 mm Total length of fillet weld
kr 1 Lw 1.7mif
1.1 0.06 Lw
1000mm 1.7m Lw 8mif
0.62 otherwise
1 Table 9.7.3.10(2) AS4100
vw 0 .8 0 .6 fuw tw
2
1.629 kN
mm
Nw kr vw Lw 2080 kN Design Capacity of fillet weld
As 1121 mm2 Anchor bolt area
Ntf 0.8 As f u 358.7 kN Design capacity of a single anchor bolt.
Ntb n b Ntf 1434.9 kN Design Capacity of the bolt group in tension
Ndes.t min Ns Nw Ntb 950.8 kN Design Capacity in Tension
chk1 "OK" N des.t Ntif
"FAIL" otherwise
chk1 "OK"
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Baseplate Trestle BACKSTAY
Ref.: AISC Design of Structural Connections 4th Ed.
1.- Input data
Column Base Plate Weld Anchor Bolts Concrete Pier
tfc 9.5mm f yi 250MPa fuw 480MPa f u 400MPa fc 40MPa
tw 8mmdo 355.6mm di 610mm f yb 240MPa dp 900mm
bi 610mm n b 4
ti 40mm d 42mm
Sg 440mm
Design Loads
Nc 687.1KN ULS Compression
Nt 681.4KN ULS Tension
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2.- Calculations - Compression
0.6
Ao do
2
499314.7 mm
2
A1 bi d i 372100 mm2
A2dp
2
40.6m
2
Nc min A1 0.85 fcA2
A1
A1 2 fc 9925.4 kN Design Capacity of Concrete in Compression
AH max Nc
0.85 fcA2
Ao
Nc
2 fc
15077.1 mm2
a1di 0.8 do
2162.8 mm
a2 bi 0.8d o
2162.8 mm
am max a 1 a2 162.8 mm
a3
do do2
4AH
214.1 mm
Nsc min 0.9 f yi ti2 A1
2 am2
0.9 f yi ti2 AH
2 a32
2528.3 kN Design Capacity of Base Plate in Compression
Ndes.c min Nc Nsc 2528.3 kN Design Capcity in Compression
chk "OK" Ndes.c
Nc
if
"FAIL" otherwise
chk "OK"
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Therefore a non standard thickness of 40 mm is okay for the backstay baseplate.
Trestle legs anchor bolts verification:
3.- Calculations - Tension
1 0.9
bfo bi do 254.4 mm
dc1 do 355.6 mm
btSg 2 dc1
2133.3 mm
be 2 bt d 308.7 mm
Design Strength of Base Plate in tension Ns1 be ti
2
f yi4
n b bt
833.4 kN
Lw do 1117.2 mm Total length of fillet weld
kr 1 Lw 1.7mif
1.1 0.06 Lw
1000mm 1.7m Lw 8mif
0.62 otherwise
1 Table 9.7.3.10(2) AS4100
vw 0 .8 0 .6 fuw tw
2
1.303 kN
mm
Nw kr vw Lw 1456 kN Design Capacity of fillet weld
As 1121 mm2 Anchor bolt area
Ntf 0.8 As f u 358.7 kN Design capacity of a single anchor bolt.
Ntb n b Ntf 1434.9 kN Design Capacity of the bolt group in tension
Ndes.t min Ns Nw Ntb 833.4 kN Design Capacity in Tension
chk1 "OK" N des.t Ntif
"FAIL" otherwise
chk1 "OK"
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The maximum interaction values and respective load combinations are shown in thefollowing table:
Backstay anchor bolts verification:
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear Tension Interaction Diagram
Anchor Bolts Capacity Interaction Curve
Shear&Tension forces on Anchor Bolts
Linear (Anchor Bolts Capacity Interaction Curve)
Anchor Bolts Check for TR4 (F6)
d f = M42 nf = 4 Number of fasteners
Ntf = 299.3 kN V*1 = V* / n f Shear per fastenerVfn = 214.7 kN T*1 = T* / n f Tension per fastener
Load XAxis YAxis ZAxis V* T*Case Force Force Force kN kN
2080 159 1.0 773.5 110.3 110.3 773.5 0.13 0.65 0.77 OK2084 130 2.208 833.87 90.629 90.7 833.9 0.11 0.70 0.80 OK
Node V* / Vfn T* / Ntf Interaction Cond
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The maximum interaction values and respective load combinations are shown in thefollowing table:
Although there is a slight over utilisation ratio of 1%, it is accepted due to the constraintimposed in the design criteria to reduce the tension capacity of the anchor boltscompared to the tabulated values in Table T9.2 of Design Capacity Tables forStructural SteelCalculating the bolt capacities according to Design Capacity Tables for StructuralSteel, we have:The bolting category is 4.6/S.The minimum tensile strength is 400 MPa.The minimum yield strength is 240 MPa.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear Tension Interaction Diagram
Anchor Bolts Capacity Interaction Curve
Shear&Tension forces on Anchor Bolts
Linear (Anchor Bolts Capacity Interaction Curve)
Anchor Bolts Check for TR4 (F6)
d f = M42 nf = 4 Number of fasteners
Ntf = 299.3 kN V*1 = V* / n f Shear per fastenerVfn = 214.7 kN T*1 = T* / n f Tension per fastener
Load XAxis YAxis ZAxis V* T*Case Force Force Force kN kN
2076 202 375.171 681.419 0.703 375.2 681.4 0.44 0.57 1.01 Accepted0 0 0 0 0 0.0 0.0 0.00 0.00 0.00 OK
Node V* / Vfn T* / Ntf Interaction Cond
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Bolt in shear with threads included in the shear planeThe bolt diameter is 42 mm.
The bolt tensile stress area is As =1121 mm.The minor diameter area of the bolt is Ac = 1082 mm.The plain shank area of the bolt is Ao = 1385.4 mm.The capacity reduction factor is = 0.8The bolt tension capacity is Ntf = 0.8 x 1121 x 400 / 1000 = 358.7 kNThe bolt shear capacity is Vfn = 0.8 x 0.62 x 400 x 1082 / 1000 = 214.7 kN
Therefore it is acceptable the overutilization ratio of 1% using the design criteriaspecification.
The designation to be noted on the design drawing shall be as follows:Trestle TR4: BP 40 50 8Backstay: BSBP 40 50 8
Anchor Bolts Check for TR4 (F6)
d f = M42 nf = 4 Number of fasteners
Ntf = 358.7 kN V*1 = V* / n f Shear per fastenerVfn = 214.7 kN T*1 = T* / n f Tension per fastener
Load XAxis YAxis ZAxis V* T*Case Force Force Force kN kN
2076 202 375.171 681.419 0.703 375.2 681.4 0.44 0.47 0.91 OK0 0 0 0 0 0.0 0.0 0.00 0.00 0.00 OK
Node V* / Vfn T* / Ntf Interaction Cond
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1.5 Continuous Truss System End Frame Base Plate to Trestle
The connection between end frames and trestles denoted as continuous is as shownin the next figure.
Figure 1.1 : Continuous Truss System End Frame Base Plate to Trestle Detail
From Spacegass we have the following forces envelope:
MEMBER FORCES AND MOMENTS (kN,kNm)------------------------- (*=Maximum, #=Minimum)
Envelope = Load Cases 100-431and Members 772,1836,2566-2567,2763,2879,2957-2958,2960,2962,2966,
2968,2970,2972and All Sections
Load Axial Y-Axis Z-Axis X-Axis Y-Axis Z-AxisMemb Case Force Shear Shear Torsion Moment Moment
2566 110 401.829* -74.455 21.031 -0.567 0.317 -0.0191836 130 -144.517# 134.832 -84.866 -0.689 0.321 0.0752567 208 203.641 183.373* 22.081 1.395 2.487 0.387
772 209 36.132 -178.180# -6.625 1.485 2.470 -0.4072879 131 127.026 47.193 81.785* -0.090 0.058 -0.0791836 130 -144.516 134.832 -84.866# -0.689 0.404 -0.066
772 256 55.514 -112.444 21.179 1.679* 2.387 -0.5721836 208 -28.119 119.728 -6.284 -2.000# 2.478 0.4602567 208 203.641 183.373 22.081 1.395 2.507* 0.601
772 248 35.163 112.386 -34.847 -1.670 -2.438# 0.584
2567 208 203.641 183.373 22.081 1.395 2.507 0.601*772 211 48.071 -151.699 13.395 1.567 2.474 -0.593#
8
2 - 26 HOLESFOR M24 BOLTS
350 250
18020 PL
CL END FRAME
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Maximum Tension case calculations
The ULS axial tension force at the base plate is Nt* = 144.5 kN.The head frame leg section is 150UC37.2, with respective section depth of 162 mm.The base plate geometry is (depth x width x thick) 350 x 180 x 20 mm.The anchor bolts pitch is 250 mm.The flexible length in flexure of the base plate is 0.5 x (250 - 162) = 44 mm.The associated bending moment in the base plate assuming reverse curvature is M*=(144.5/2) x 44/2 = 1590 kNmm.The base plate moment capacity is Mbp = 0.9 x 300 x 88 x 20^2 / 4 / 1000 = 2376kNmm.The utilisation ratio is UR = 1590/2376 = 0.67 < 1.0 OK.
The head stock section is 400WC181, with flange width of 400 mm, flange & webthickness of 20 mm. As there is a stiffener present, two way bending action occurs.The flexible length in flexure of the head stock flange transverse direction is 125 - 0.5
x 20 = 115 mm.The critical bending occurs in the beam headstock direction. The proportion of theload to be supported in the flange/stiffener intersection is 1- (44 /115) = 0.62.The associated bending moment in the flange is M*=0.62 x (144.5/2) x 44 = 1971kNmm. As the flange and base plate have the same thickness Mflg = 2376 kNmm.The utilisation ratio is UR = 1971 / 2376 = 0.83 < 1.00 OK.
Therefore the standard base plate & head stock beam flange are OK.
250
= =
11512 PL STIFFENERSBOTH SIDES
= =
250200
44
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Maximum Compression case calculations
In this case the compression from the end frame leg is a through force from thecolumn flanges to the stiffeners and therefore the base plate does not require furthercalculations. The critical components of this connection are head stock web stiffeners.
The web stiffener thickness is 12 mm.The web stiffener yield strength is 300 MPa.
The ULS compression force is Nc* = 401.8 kN. This force must be halved to bedistributed to each stiffener, i.e., Ncst* = 200.9 kN.
Calculations
The web clear depth is 390 - 2 x 20 = 350.0 mm.The stiffener shear area is 350.0 x 12 = 4200.0 mm.The shear buckling coefficient of the stiffener is [82 / ((350.0 / 12) (300 / 250))] =6.59.The design shear yield/buckling capacity of the stiffener is:0.9 x 0.6 x MIN (6.59; 1.0) x 300 x 4200.0 / 1000 = 680.4 kN. OK.
The load is assumed as an end support.The edge clearance to the flange edge is 10 mm.The stiffener crop next to the web is 20 mm.The stiffener bearing length, Bbf , is 0.5 x (400 - 20) - 10 - 20 = 160.The stiffener bearing area is 160 x 12 = 1920 mm.The design bearing yield capacity is 0.9 x 1.25 x 1920 x 300 / 1E3 = 648.0 kN. OK.
The web buckling width is 0.5 x (400 - 20) - 10 = 180 mm.The web buckling area is 180 x 12 = 2160.0 mm.The stiffener slenderness ratio is 2.5 x 350.0 / 12 = 72.9.The section form factor, kf , is 1.Buckling parameter n is 72.9 x 1 (300 / 250) = 79.9.
= =
bb
bbf 12 PL STIFFENERSBOTH SIDES
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Buckling parameter a is 2100 x (79.9 - 13.5) / (79.9 - 15.3 x 79.9 + 2050) = 19.34.Buckling parameter b is 0.5.Buckling parameter is 79.9 + 19.34 x 0.5 = 89.6.Buckling parameter is MAX (0.00326 x (89.6 - 13.5); 0.0) = 0.25.Buckling parameter is [(89.6 / 90) + 1 + 0.25] / [2 x (89.6 / 90)] = 1.13The slenderness reduction factor c is:MIN( 1.13 x { 1 - [ 1 - ( 90 / ( 1.13 x 89.6 ) ) ] } ; 1.0 ) = 0.612.The design buckling capacity is 0.9 x 0.612 x 1 x 575.0 x 12 x 300 / 1E3 = 356.9 kN.OK.
The weld to web is 6 CFW SP.The weld capacity per unit length is vw = 0.978 kN/mm.The stiffener is to be welded to both sides.The weld length is then 350 - 2 x 20 = 310 mm.The total weld capacity is 2 x 310 x 0.978 = 606.4 kN. OK.
For the anchor bolts, all the load combinations must be verified as a shear-tensioninteraction must be considered.
Therefore all the anchor bolts verify the shear-tension interaction.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear Tension Interaction Diagram
Anchor Bolts Capacity Interaction Curve
Series2
Linear (Anchor Bolts Capacity Interaction Curve)
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1.6 Sliding Join
Accordinfollows;
From Sconveyo
Therefor For theanalysemoment
s
g to vendo
ace Gass.
e the slidin24 Gr. 4.6
for each linduced by
Vertical (DoMember
2959
Vertical (UpMember
2961
Lateral
Member
2959
r drawing n
we obtain
bearing c anchor boload combithe lateral
wn)
Node
557
lift)
Node
578
Node
557
o PW-498
the maxim
pacities ar lts attachenation as thear in th
LC Nc*
119 3
LC Nt* 130
LC Vz*
131 7
-2-2, the s
um forces
e adequate to the struhis bolt gr displaced
(kN) Nm2.0 360
(kN) Nm8.5 110
(kN) Vm.4 150
liding beari
of the two
.cture, eachups is su
position of
ax UR
.0 0.84
ax UR
.0 0.17
ax UR
.0 0.52
ing capaciti
sliding joi
sliding join jected tohe end fra
Status
Pass
Status
Pass
Status
Pass
es are as
nts in the
t must betorsionale leg.
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The boltThe boltThe boltThe boltThe numThe polaThe torsiThe sheThe sheThe resu For the
All the re
Lo
C2961 1
Member
Figur
tension cashear capagroup pitchgroup gauber of boltsr momentonal momer per bolt ir per bolt iltant shear
orst case
maining lo
ad
se30 578
Node
1.2 : Slidin
acity is Ntcity with thr is 130 mme is 60 mm is nb=4f inertia is Int in the bo the X dire the Y dire
per bolt is
cenario, w
d combina
Axial YAForce She18.5 0.
g joint bolt
f = 113.0 keads inclu..
p = 4 x 302 lt group isction is V*xbction is V*yb
tpb* = (V* have:
ions are in
xis ZAxis Xar Shear T0 75.3
group arran
. ed in the s
+ 4 x 652 =* = V* x
= V* / nb += M* x 30xb 2 + V*yb 2)
luded in th
Axis M*ansl'n kNmm3.7 277.0
gement.
ear plane i
20500 mm(ULS).M* 65 / Ip.Ip..
e next grap
Vxb Vyb
kN kN19.7 0.4
s Vfn = 64.
.
h.
VtpbkN
19.7 1
.3 kN.
t*
N8.5 0.35
UR
PassStatus
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Therefore the anchor bolts are adequate.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
S h e a r , V
f *
Tension, Ntf *
Shear Tension Interaction Diagram
Anchor Bolts Capacity Interaction Curve
Shear&Tension forces on Anchor Bolts
Linear (Anchor Bolts Capacity Interaction Curve)
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1.7 E
nd Frame ertical Di gonal Bra e Diagon l Connection
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1.8 18 m Truss Vertical Chords Connections
From Spacegass we have the following forces envelope:
MEMBER FORCES AND MOMENTS (kN,kNm)------------------------- (*=Maximum, #=Minimum)
Envelope = All Load Casesand Members 42-45,49-50,77-78,80-81,101-102,105-106,133-136,139-140,
163-166,195-198,223-226,255-258,265-266,285-288,313-316,337-340,423-424,428,430,433,435,438,441-442,444,449-450,1878-1881,1885-1886,1913-1914,1916-1917,1937-1938,1941-1942,1969-1972,1975-1976,1999-2002,2031-2034,2059-2062,2091-2094,2101-2102,2121-2124,2149-2152,2173-2176,2259-2260,2264,2266,2269,2271,2274,2277-2278,2280,2285-2286
and All Sections
Load Axial Y-Axis Z-Axis X-Axis Y-Axis Z-AxisMemb Case Force Shear Shear Torsion Moment Moment
44 319 163.853* 0.184 0.685 -0.009 0.000 0.000198 378 -32.875# -10.580 -2.039 0.000 0.853 -5.844424 309 13.117 14.889* -2.721 -0.009 1.086 -5.954136 308 24 .401 -11.022# 0.403 0.001 -0.333 2.369
2150 129 82.326 -4.179 7.156* 0.084 0.000 0.00078 128 100.123 7.501 -9.062# -0.078 -4.790 3.726
2092 129 46.315 -2.042 6.990 0.088* 0.000 0.00078 156 26.768 5.681 -7.526 -0.079# 0.000 0.000
2152 105 95 .057 3.223 -5.262 -0.013 4.950* -2.94178 128 100.123 7.501 -9.062 -0.078 -4.790# 3.726
134 128 51.714 9.708 -7.481 -0.074 -3.825 4.817*198 309 -22.923 -9.760 -2.752 -0.010 1.086 -5.954#
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1.9 24 m Truss Vertical Chords Connections
From Spacegass we have the following forces envelope:
MEMBER FORCES AND MOMENTS (kN,kNm)------------------------- (*=Maximum, #=Minimum)
Envelope = All Load Casesand Members 532-535,539-540,567-568,570-571,591-592,595-596,623-626,
629-630,653-656,680-681,683-684,702-703,706-707,732-735,738-739,754,756,814-817,821-822,841-844,867-870,890,895,918,920,923,925,944-947,1012-1013,1015-1016,1036-1037,1040-1041,1068-1071,1074-1075,1098-1101,1125-1126,1128-1129,1147-1148,1151-1152,1177-1180,1183-1184,1190-1192,1203,1205,1227,1234-1235,1254-1257,1282-1285,1306-1309,1372,1375-1377,1382-1383,1414-1417,1440-1443,1463,1468,1491,1493,1496,1498,1517-1520,1564-1567,
1574-1575,1594-1597,1622-16...and All Sections
Load Axial Y-Axis Z-Axis X-Axis Y-Axis Z-AxisMemb Case Force Shear Shear Torsion Moment Moment
534 319 273.405* 4.596 1.396 -0.010 0.000 0.000680 130 -44.416# -0.131 4.896 0.012 1.752 -0 .055739 379 6.168 19.908* -1.861 -0.007 0.740 -7 .911735 378 -41.144 -14.946# -0.834 0.008 1.016 0.513814 311 108.257 -11.321 14.715* -0.004 0.000 0.000
2574 378 -0.055 2.472 -16.863# -0.007 6.745 -0.9882831 129 152.585 -6.607 9.726 0.300* 0.000 0.0002404 128 148.332 7.853 -7.655 -0.264# 0.000 0.000
814 311 108.097 -11.340 14.715 -0.004 8.044* -5.887568 128 164.348 12.122 -12.175 -0.173 -6.450# 5.000
1624 131 76.048 -8.169 0.424 0.036 -0.742 8.101*735 379 -40.852 -14.009 -1.745 -0.007 0.739 -7.911#
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1.10 End Frame Moment Connection
From Spacegass we have the following forces envelope:ColumnMEMBER FORCES AND MOMENTS (kN,kNm)------------------------- (*=Maximum, #=Minimum)
Envelope = All Load Casesand Members 494and All Sections
Load Axial Y-Axis Z-Axis X-Axis Y-Axis Z-AxisMemb Case Force Shear Shear Torsion Moment Moment
494 310 338.294* -79.245 2.832 -0.004 -1.179 41.033494 159 -30.331# 40.118 4.234 -0.015 -0.001 23.400
494 159 -30.004 40.118* 4.234 -0.015 -4.290 -16.437494 130 293.541 -90.459# 0.773 -0.001 0.046 43.973494 202 187.419 -28.011 8.781* -0.031 -8.135 11.860494 249 66.546 -19.947 -3.185# 0.013 3.300 12.061494 249 66.546 -19.947 -3.185 0.013* 3.300 12.061494 202 187.419 -28.011 8.781 -0.031# -8.135 11.860494 249 66.546 -19.947 -3.185 0.013 3.300* 12.061494 202 187.419 -28.011 8.781 -0.031 -8.135# 11.860494 130 293.541 -90.459 0.773 -0.001 0.046 43.973*494 130 293.104 -90.459 0.773 -0.001 0.003 -53.022#
Beam
MEMBER FORCES AND MOMENTS (kN,kNm)------------------------- (*=Maximum, #=Minimum)
Envelope = All Load Casesand Members 973and All Sections
Load Axial Y-Axis Z-Axis X-Axis Y-Axis Z-AxisMemb Case Force Shear Shear Torsion Moment Moment
973 130 92.224* -37.538 0.304 -0.003 -0.439 36.028973 159 -41.078# 22.199 -0.175 0.001 0.106 -20.590973 159 -41.078 22.199* -0.175 0.001 0.106 -20.590973 130 92.224 -38.364# 0.304 -0.003 -0.045 -32.671973 130 92.224 -37.538 0.304* -0.003 -0.439 36.028973 131 -1.192 11.516 -0.195# -0.001 -0.070 -9.210973 183 -4.396 5.842 0.001 0.002* -0.242 -3.875973 310 80.860 -26.395 0.077 -0.003# -0.241 26.404973 256 6.351 3.757 -0.046 0.000 0.217* -3.219973 200 42.430 -15.076 0.070 -0.001 -0.605# 16.402973 130 92.224 -37.538 0.304 -0.003 -0.439 36.028*973 130 92.224 -38.364 0.304 -0.003 -0.045 -32.671#
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L0 1
A C
A
A C A
MCON V3.60-OCT-12
:23:19Connection
Type Country Unitsesign code
eam 1: Ma D =
B =Tf =Tw =
.Section m4100 5.2.3.Section s.5.11.2(a).Section t.Section c
4100 6.2.1
olumn: Ma D =
B =Tf =Tw =
.Section m4100 5.2.3.Section s.5.11.2(a).Section c4100 6.2.1Column ter Top flang
: EF_MC
: Welded Be: Australia: SI metric: AS 4100
k=B1 Sect162 mm R154 mm
12 mm8 mm
ment capac
ear capaci
nsion capampression
k=C1 Sect162 mm R154 mm
12 mm8 mm
ment capac
ear capaci
mpression
inates...to end of
am/Column
ion=150UC37oot rad. =
Area =Zx =Sx =
ity . . .
ty . . . .
city . . .capacity .
ion=150UC37oot rad. =
Area =Zx =Sx =
ity . . .
ty . . . .
capacity .
column .
.2 Grade 9 mm
4730274000310000
. 83.7
. 226.7
. 1298.5
. 1277.1
.2 Grade 9 mm
4730274000310000
. 83.7
. 226.7
. 1277.1
. 6
300 Angl fyf =
fyw =fu =
N.m
N
NN
300fyf =fyw =
fu =
N.m
N
N
m
= 0.00300 MPa320 MPa440 MPa
300 MPa320 MPa440 MPa
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Welds:
FPBW/480MPa/SP flanges.6 FW/480MPa/SP web.
Stiffeners: Gr./fy/fu=250/260/410MPa Welds fu=480MPa/2/70 x10 top, 6 FW 100 at midpoint and across ends.2/70 x10 btm., 6 FW full length and across ends.
MINIMUM ACTION CHECK(Minima are based on section capacity, not member capacity.)Specified minimum design actions:
Bending 0% of Ms ( 83.7) = 0.00 kN.mShear 0% of Vs ( 226.7) = 0.0 kN
0.0 kNTension 0% of Ns ( 1298.5) = 0.0 kNCompression 0% of Nc ( 1277.1) = 0.0 kNNOTE: Input design actions are not automatically increased if they are less than
the specified minimum actions. Minimum actions may be set in any load case.This check warns if any design action is less than the specified minimum
for all load cases.
INPUT DESIGN ACTIONSBeam 1: Moment, M* . . . . . . . 53.0 kN.m
Shear, V* . . . . . . . 38.4 kNAxial, N* . . . . . . . -92.2 kN (comp.)
Column: Shear, V*c . . . . . . . -90.5 kNCompression, N*c . . . . 293.5 kN
SECTION ANALYSIS RESULTSimplified analysis:
Beam 1... Nft = 306.2t Nfc = 398.4cNwt = 0.0 Nwc = 0.0Mw = 0.00Vw = 38.4
Elastic analysis:Beam 1... N*ft = 288.4t N*fc = 358.7c
N*wt = 0.0 N*wc = 21.9cM*w = 4.33V*w = 38.4
Plastic analysis:Beam 1... N*ft = 284.1t N*fc = 353.1c
N*wt = 0.0 N*wc = 23.2cM*w = 5.07V*w = 38.4
NOTE: Simplified analysis results used.
Using ASI 2009 model...
Ref. 42: Design Guide 11 - Welded Beam to Column Moment Connections (DG11)T.J. Hogan & N. van der Kreek - ASI - 2009
DESIGN CAPACITY CHECKS...Capacity ratio Design action
Design capacity Reference
Section Bending/Axial:Flange tension yield capacity . . . . . . . 478.2 N*ft = 284.1 1.68 Pass
Manual p.53Flange tension rupture capacity . . . . . . 596.1 N*ft = 284.1 2.10 PassFlange compression capacity . . . . . . . . 478.2 N*fc = 353.1 1.35 Pass
CHECK 1 - Flange Welds:
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Check not required for FPBW.
CHECK 2 - Web Welds:Web shear force . . . . . . . . . 38.4 kN
Web axial force . . . . . . . . . 0.0 kNWeb bending moment . . . . . . . 0.00 kN.mLength of web weld . . . . . . . 121 mm
NOTE: This check uses method from AISC SDG 16 (Ref. 18).Length for shear resistance . . . 61 mmFor 6 FW/480MPa/SP both sides...Web fillet weld shear capacity (2 sides) . 118.5 V* = 38.4 3.09 PassEquivalent design moment, M*eq . 46.1 kN.mSection moment capacity . . . . . 83.7 kN.mBeam moment utilization ratio . . 55%Beam web axial capacity . . . . . 2.333 kN/mmMinimum weld design force (60%) . 1.400 kN/mm
Fillet weld capacity . . . . . . 0.978 kN/mmWeb fillet weld axial capacity (2 sides) . 1.955 n*w = 1.400 1.40 Pass
COLUMN-SIDE CHECKS...
CHECK 3 - Unstiffened Column Flange Bending at Beam Tension Flange:NOTE: This capacity is required for checking stiffeners.Capacity reduced if column terminates within 10 x Tfc of top flange.Tfc . . . . . . . . . . . . . . 12 mmTop flange to end of column . . 6 115 No
Capacity reduced for terminating column.Unstiffened col. flange capacity, Rft . . 111.6 N*ft = 306.2 0.36 Fail
Informative
CHECK 4 - Unstiffened Column Web Yielding at Beam Tension Flange:NOTE: This capacity is required for checking stiffeners.
Capacity reduced if column terminates within Dc of top flange.Top flange to end of column . . . 6 162 No Capacity reduced for terminating column.Unstiffened col. web yield capacity, Rwt . 145.8 N*ft = 306.2 0.48 Fail
Informative
CHECK 5 - Unstiffened Column Web Yielding at Beam Compression Flange:NOTE: This capacity is required for checking stiffeners.
Unstiffened col. web yield capacity, Rwy . 201.2 N*fc = 398.4 0.51 FailInformative
CHECK 6 - Unstiffened Column Web Crippling at Beam Compression Flange:NOTE: This check not required with compression flange stiffeners.
Column web crippling capacity, Rwc . . . . 422.5 N*fc = 398.4 1.06 PassInformative
Compression flange stiffeners may not be required.
CHECK 7 - Unstiffened Column Web Buckling at Beam Compression Flange:NOTE: This check not required with compression flange stiffeners.
Column web buckling capacity, Rwb . . . . 413.3 N*fc = 398.4 1.04 PassInformative
Compression flange stiffeners may not be required.
CHECK 8/14 - Unstiffened Column Web Panel in Shear:Column web panel shear . . . . . 215.7 kNColumn web panel shear capacity, Vp . . . 226.7 V*p = 215.7 1.05 Pass
ASI DG11 p.38
CHECK 15 - Transverse Stiffeners at Beam Tension Flange:Stiffener width . . . . . . . . . 70 73 Yes
70 73 YesStiffener effective width . . . . 70 mmStiffener thickness . . . . . . . 10.0 5.8 YesColumn flange capacity, Rft . . 111.6 kNColumn web yield capacity, Rwt . 145.8 kN
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Unstiffened column capacity . . 111.6 kNFlange tension . . . . . . . . . 306.2 kN Stiffener design tension, N*ts 194.6 kNStiffener section yield...
Stiffener yield capacity, Rfts . . . . . 327.6 N*ts = 194.6 1.68 PassEnd welds...Total end weld length . . . . . 220 mmStiffener end weld capacity, Rtw . . . . 215.1 N*ts = 194.6 1.11 Pass
Side welds...Total side weld length . . . . . 400 mmStiffener side weld capacity, Rftw . . . 391.0 N*ts = 194.6 2.01 Pass
CHECK 16 - Transverse Stiffeners at Beam Compression Flange:Stiffener width . . . . . . . . . 70 73 Yes
70 73 YesStiffener thickness . . . . . . . 10.0 5.8 YesStiffener side weld . . . . . . . 109 89 YesDesign compression, N*cs . . . . 398.4 kNColumn web yield capacity, Rwy . 201.2 kNStiffener section yield...
Stiffener yield capacity . . . . 327.6 kNStiffener/web cruciform section yield...
Yield capacity, Rfcy . . . . . . . . . . 528.8 N*cs = 398.4 1.33 PassStiffener/web cruciform section buckling...
Buckling capacity, Rfcb . . . . . . . . . 517.1 N*cs = 398.4 1.30 PassSide welds checked for force in excess of unstiffened column web capacity... Weld design force . . . . . . . 197.2 kN
Total side weld length . . . . . 436 mmStiffener side weld capacity, Rfcw . . . 426.2 N*cs = 197.2 2.16 Pass
CHECK 17 - Diagonal Shear Stiffeners:No diagonal shear stiffeners.
CRITICAL LIMIT STATE . . . Column web panel shear capacity, VpUTILIZATION RATIO . . . . 95%CAPACITY RATIO, .Ru/S* . 1.051 Pass
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1.11 B
Fro MEMBE----- Envel
Memb
3018 3018 3018 3018
3018 3018 3018 3018 3018 3018 3018 3018
Ton
ackstay C
Space GaR FORCES AN-----------
ope = All L and Membe and All S
LoadCase
129 8 128 -8 128 -8 102
410 -7 411 7 319
158158319234 -7
409 7
ue plate: 3
32 PL
nnection t
ss we have MOMENTS (
--------- (
oad Casesrs 3018ections
AxialForce
20.267*25.984#18.308-3.820
76.61577.8114.5143.3863.3864.514
69.71977.912
mm
o Head St
the followiN,kNm)=Maximum, #
-Axis ZShear
5.363 -1.4925.654*2.342#
4.9634.675 -2.0801.560 -1.560 -2.0804.8604.676 -
171
ck
g envelop
=Minimum)
-Axis XShear To
0.1910.3460.3460.055
0.533*0.347#0.3470.114 -0.114 -0.3470.3880.017
291
forces:
Axis Y-sion Mo
.546 -1
.188 0
.188 -0
.281 0
.377 -0.496 -0
.739* -3
.586# 1
.586 1
.739 -3
.021 -0
.554 -1
207
Axis Z-ment Mo
.007 0
.000 0
.347 0
.000 0
.695 0.915 0
.208 0
.081 0
.081* 0
.208# 0
.039 0
.022 0
355.6x9.5
30
Axisment
.000
.000
.000
.000
.000.000
.000
.000
.000
.000
.000*
.000#
HS
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Cover plates: 20 mmWhitmores width: 291 mmCompression effective length: 207 mm
LIMCON V3.6002-OCT-12
15:47:54Connection: Backstay
Type: Bracing Cleat12: Slotted HSS with bolted cover plates
Country: AustraliaUnits: SI metric
Design code: AS 4100
Brace: Mark=BR Section=355.6X9.5CHS Grade=C350 Angle= 30.00D = 356 mm Area = 1.0300E+04 fy = 350 MPa
T = 10 mm Zx = 871000 fu = 430 MPaSx = 1140000.Section tension capacity . . . . 3244.5 kN.Section compression capacity . . 3253.8 kN
AS4100 6.2.1
Attached plate:511x390x32 Gr./fy/fu=250/250/410MPaWeld 8 FW/480MPa/SPLength of weld, Lw . . . . . . . 356 mmRatio, Lw/D . . . . . . . . . . . 1.00End of plate is welded to HSS.
Cover plates:290x360x20 Gr./fy/fu=250/250/410MPa
Column/Chord: Section=150UC23.4 Grade=300D = 152 mm Root rad. = 9 mm fyf = 320 MPaB = 152 mm Area = 2980 fyw = 320 MPa
Tf = 7 mm Zx = 166000 fu = 440 MPaTw = 6 mm Sx = 184000
.Section tension capacity . . . . 858.2 kN
.Section compression capacity . . 858.2 kNAS4100 6.2.1
Brace connected to column web.
Cleat:312x360x32 Gr./fy/fu=250/250/410MPaBolts 8 x M20 8.8/S/N in 4 cols. at 70 pitch and 70 gauge.Bolt hole dia. . . . . . . . . . 22 mmWeld to support 10 FW/480MPa/SPWP to end of brace . . . . . . . 327 mm
Whitmore section (not used) . . . 291 mm
Clearances:Column to brace clearance . . . . 59 mmGusset to brace clearance . . . . 15 mmSplice gap . . . . . . . . . . . 10 mm
BILL OF MATERIALSBolts:
16 no. - M20 8.8/S/N x 110 long . . . . . . 9.1 kg
MINIMUM ACTION CHECK(Minima are based on section capacity, not member capacity.)Specified minimum design actions:
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Tension 0% of Ns ( 3244.5) = 0.0 kNCompression 0% of Nc ( 3253.8) = 0.0 kNNOTE: Input design actions are not automatically increased if they are less than
the specified minimum actions. Minimum actions may be set in any load case.
This check warns if any design action is less than the specified minimumfor all load cases.
DESIGN CHECK SUMMARYCase N* LF Util.
1 -820c 1.65 61%2 826t 1.64 61%
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Slotted HSS - tension:HSS wall shear capacity . . . . . . . . . . 2553.9 N' = 742.6 3.44 PassAttached plate shear capacity . . . . . . . 4083.4 N' = 742.6 5.50 Pass
HSSCM p.6-22
Shear lag in HSS wall...Slot length . . . . . . . . . . 356 mmSection width . . . . . . . . . 356 mmL/w . . . . . . . . . . . . . . 0.68Shear lag factor . . . . . . . . 0.62
Ref.25 p.253HSS wall shear lag capacity . . . . . . . 2100.7 N' = 742.6 2.83 PassHSS wall shear lag capacity (Ref.1) . . . 2122.4 N' = 742.6 2.86 Pass
InformativeShear lag in attached plate...
L/w . . . . . . . . . . . . . . 1.00Shear lag factor . . . . . . . . 0.75
Ref.25 p.253Shear lag capacity . . . . . . . . . . . . 3022.1 N' = 742.6 4.07 Pass
Ref.25 p.253
Cover plates:Cover plates bolt bearing . . . . . . . . . 7557.1 N* = 826.0 9.15 Pass
AS4100 9.3.2.4Cover plates internal bolt tearing . . . . 6848.6 N* = 826.0 8.29 Pass
AS4100 9.3.2.4Cover plates end bolt tearing . . . . . . . 4014.7 N* = 826.0 4.86 Pass
AS4100 9.3.2.4Cover plates tension yield . . . . . . . . 3240.0 N* = 826.0 3.92 Pass
AS4100 7.2Cover plates tension rupture . . . . . . . 3412.5 N* = 826.0 4.13 Pass
AS4100 7.2Cover plates block shear capacity . . . . . 2716.2 N* = 826.0 3.29 Pass
Simple cleat:ASI CHECK NO. 2
Cleat bolt bearing . . . . . . . . . . . . 6045.7 N* = 826.0 7.32 PassAS4100 9.3.2.4
Cleat internal bolt tearing . . . . . . . . 5478.9 N* = 826.0 6.63 PassAS4100 9.3.2.4
Cleat end bolt tearing . . . . . . . . . . 3211.8 N* = 826.0 3.89 PassAS4100 9.3.2.4
ASI CHECK NO. 4Cleat tension yield . . . . . . . . . . . . 2592.0 N* = 826.0 3.14 Pass
AS4100 7.2Cleat tension rupture . . . . . . . . . . . 2730.0 N* = 826.0 3.31 Pass
AS4100 7.2ASI CHECK NO. 3
Cleat block shear capacity . . . . . . . . 2173.0 N* = 826.0 2.63 Pass10 FW/480MPa/SPLength of weld to support . . . . 416 mm
ASI CHECK NO. 5Support fillet weld capacity . . . . . . . 1354.5 N* = 826.0 1.64 Pass
CRITICAL LOAD CASE . . . . 2CRITICAL LIMIT STATE . . . Support fillet weld capacityUTILIZATION RATIO . . . . 61%CAPACITY RATIO, .Ru/S* . 1.640 Pass
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1.12 Sliding Join Support
400WC
etail
144
1640
FL FLGWC144 FL
xt. to suitG THK