Conveyor Truss Connections Calcs

7/25/2019 Conveyor Truss Connections Calcs

1/49

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

*#


2/49

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


3/49

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%


4/49

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)


5/49

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


6/49

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#


7/49

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


8/49

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"


9/49

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"


10/49

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 *





Anchor Bolts Check for TR1 & TR2 (F5&F5A)


Ntf = 219.9 kN V*1 = V* / n f Shear per fastenerVfn = 150.6 kN T*1 = T* / n f Tension per fastener


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



11/49

1.3 Trestle TR3 Type PCT8 Base Plate and Anchor Bolts

From Spacegass we have the following reactions envelope:


Envelope = Load Cases 100-499and Nodes 2068-2069


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#


12/49

Baseplate Trestle TR3


1.- Input data




bi 450mm n b 4

ti 40mm d 42mm

Sg 340mm

Design Loads

Nc 1203.4KN ULS Compression

Nt 739.8KN ULS Tension


13/49

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


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


a3

do do2

4AH

224.1 mm


2 am2

0.9 f yi ti2 AH

2 a32



chk "OK" Ndes.c

Nc

if

"FAIL" otherwise

chk "OK"


14/49


15/49


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 Check for TR3 (F7)




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



16/49

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:


Envelope = Load Cases 100-499and Nodes 2080,2084


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:


Envelope = Load Cases 100-499and Nodes 2076


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#


17/49

Baseplate Trestle TR4


1.- Input data




bi 510mm n b 4

ti 40mm d 42mm

Sg 380mm

Design Loads




18/49

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


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


a3

do do2

4AH

224.1 mm


2 am2

0.9 f yi ti2 AH

2 a32



chk "OK" Ndes.c

Nc

if

"FAIL" otherwise

chk "OK"


19/49


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


2 f yi

4n b bt

950.8 kN


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






"FAIL" otherwise

chk1 "OK"


20/49

Baseplate Trestle BACKSTAY


1.- Input data




bi 610mm n b 4

ti 40mm d 42mm

Sg 440mm

Design Loads




21/49

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


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


a3

do do2

4AH

214.1 mm


2 am2

0.9 f yi ti2 AH

2 a32



chk "OK" Ndes.c

Nc

if

"FAIL" otherwise

chk "OK"


22/49

Therefore a non standard thickness of 40 mm is okay for the backstay baseplate.

Trestle legs anchor bolts verification:


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


2

f yi4

n b bt

833.4 kN


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






"FAIL" otherwise

chk1 "OK"


23/49


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 *









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



24/49


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 *









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



25/49

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





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



26/49

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


27/49

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


28/49

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


29/49

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 *



Series2



30/49

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.


31/49

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


32/49

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 *






33/49

1.7 E

nd Frame ertical Di gonal Bra e Diagon l Connection


34/49


35/49


36/49

1.8 18 m Truss Vertical Chords Connections



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


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#


37/49


38/49

1.9 24 m Truss Vertical Chords Connections



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


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#


39/49


40/49

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


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


Envelope = All Load Casesand Members 973and All Sections


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#


41/49

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


42/49

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.


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:


43/49

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


44/49

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


45/49

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


46/49

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



47/49

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%


48/49

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


49/49

1.12 Sliding Join Support

400WC

etail

144

1640

FL FLGWC144 FL

xt. to suitG THK

Documents

Conveyor Truss Connections Calcs