Crane Matress Design

7/27/2019 Crane Matress Design

1/37

DESIGN OF TEMPORARY BRIDGE.

1

2

2.1

Mton

m

m

m

m

Maximum load to be lifted T

2.2

Wd=self weight of craneWL= hook load

****

R=Operating radius

ed=C.G of crane + boom alone

2.3 Calculation of bearing Pressures

A load lifted in front

T/m2

1.17 2.42

1.17 2.42

1.15 2.48

1.14 2.53

B Load lifted from side

Hence Mattress will be designed for the following load cases

Load case A-Load lifted from front

T/m2

Contact length= m

Load case B-Load lifted from sides

T/m2

Pmin

T/m2

0.00

0.00

0.79

17.790.80 56.91

0.000.77

24.23

0.79

33.99

33.99

31.25

29.44

m

After re-distribution

e of base

m

2.42

1 34.40

Load case m

3

Wtip

Wtip=tipping load taken as WL /o.75

Since the bearing pressures are not given and also the C.g of crane is not known, we back calculate C.g considering that the safe loads

given in load chart are 75% of tipping Loads.

1742.01

T/T

0.00

T

14.05

Pmax

33.99

11.40

PTotal R

1639.39

1742.01

ed

15.20 0.7860

18.73

18.73

T m

4

WL

34.40

34.40

34.40

34.40

T

14.05

Wd

1

2

0.79616.00

9.54 0.7665

0.7961

0.80

m

6.00

T T

12.72

6.00

7.00

8.00

**** tipping may not be criteria for load

specified.

L contact

11.40 7.00

0.80

2 34.40 14.05 6.00

14.05

For erection of EOT and Piling Gantries, it is proposed to use a P&H 335 A-S crane. The temporary bridge will be designed for this crane

and also for a loaded 10 T truck.Design of Crane Mattress

m

Load case Wd WL ed

3.96

0.59

3.79

3.200

4 34.40 9.54 8.00

3 34.40

24.23 17.79

3 34.40 11.40 7.00 52.76

Net M

56.91

WL Radius ed

T T

R due to P R due to M

T.m

Introduction

Data

34.4

Load case Wd

1 34.40

c/c of track in transverse

2 34.40 14.05 6.00 0.80

14.05 6.00

T

Weight of crane

Centre to centre of sprockets

Width of crawlers

Out to out of track in transverse

Calculation of C.G of crane

Radius

T m m

0.77

14.05

17.98

Radius R

21.97 15.6149.95

22.90 16.49

1637.584 34.40 9.54 8.00


2/37

3 Design of Matress for crane

loading on beam

load case a)

This load is increased by impact factor of %

Load per m T/m

Load case b)

This load is increased by impact factor of %

Load per m T/m

3.1 Design of Mattress section

= 90 cm

3.1.1 Design of top plate

Use top plate thickness= 12 mm cm

Max design pressure for plate with impact= T/m2

= Kg/cm2

Max span for plate= cms

Bending Moment in plate= Kg.cm

Sectional Modulus of plate cm3

Stress in plate= Kg/cm2

3.1.2 Design of main SectionMain section consists of 3 ISMB 450 with top plate of 900x12thk

Properties of single ISMB 450

Area= cm Top plate width cms

Ixx= cm4 Top plate thick ness cms

D= cm

tw= cm

No of girders

Spacing between girders cms

Combined properties

A cm2

C.G= cm from top

Ixx cm4

Ztop cm3

Zbott cm3(max momnet on MG will be when side lifting in the middle of span)

Sapn of Main girder= m

Max Bending Moment on Matreess= T.m

Max Shear force= T

Bending stress= Kg/cm2

Maximum shear stress= Kg/cm2

3.1.3 Max reactions on Bracing BR2

Load case a)

T/m

Ra Rb Rc

Ra=Rc= T

Rb= T

Load per cross Bracing= T

Load case b)

12.2 T/m

Rb Rc

3.96

1.2

39.09

30.00

Evaluation of Max load on cross girder

Since the crawlers are 590 wide, we provide a total width of matress as

4576.57

132659.72

The Bracing (BR2) supporting the Crane Mattress is a truss spanning between piles.

0.24

The critical load case is as shown below.

92.20

45

0.94

3

17.21

1628.69

390.89

3.91


3/37

T/bracing

3.1.4 Design of Seating girder over piles.

The seating girder is ISMB 450 with additional web plates on bothe sides

ISMB 450

thk

cm2

cm4

cm

cm

No

cms cm

cm

cm

Combined properties

A= cm2Ixx= cm4

Zxx= cm3

Case a) both spans loaded

Max load= T.m

m

Bending Moment= T.m

Max shear T

Bending stress= Kg/cm2

m


4/37

4.3 Design of secondary beam

Axle load is shared by at least 2 girders

Span(max) m

Bending Moment T.m

Max shear on one pair T.m

( self weight is negligible compared to loads)

Properties

Use 2x ismb 150

Properties of each ISMB 150 Properties of ISMB 2X150 one pair

Zxx cm3 Zxx= cm3

D cms

tw cms

bending stress= Kg/cm2

Shear stress= Kg/cm2

4.4 Design of cross beam

span m

Load T

B.m T.m

B.M due to self weight @ 0.15T/m= T.m

Total B.m= T.m

Shear Max= T

Shear due to self wt= T

Total shear= T

Use ISMB 200

Zxx cm3

Depth of beam cms

tw= cms

Bending stress Kg/cm2

Shear stress= Kg/cm2

4.5 Design of Main girder

Span m

Load 1 T

Load 2= T

dist between loads= m

B.M T.m

B.M due to self wt= T.m

Total B.m= T.m

Max shear= T

Shear due to Self wt= T

Total Shear= T

Max reaction on intermediate support= T

Use ISMB 450 as main girder

Properties

A= cm2D= cm

tw= cm

Ixx cm4

2.30

0.04

2.34

6.12

6.12

8.27

Main girder is designed to carry half of axle load when the tyre is running exactly over main girder.

25.0

0.57

96.9

15

0.48

1045.72

6.23

193.8

1.563

2.391

92.2

1.50

6.12

437.37

0.11

9.56

0.94

6.25

6.12

3.29

3.65

1233.55


5/37

4

Temporary piles and bracings are designed using STAAD Refer Annexure 1

The most critical case is when crane and loaded trucks are operating on the same span.

The General arrangement of piles and bracings is as shown below.

Top bracing level= 5.5 MRL

Bottom bracing level= 2.8 MRL

spacing of piles= 6.25 m

Base on above reactions at points 1,2,3,4,5 &6 are

self weight of mattress-road way= T

Self weight of Mattress-crane= T

Load case 1 extreme left

due to dl of mattress

Due to loaded truck ecc-left

Horizontal loads

(20% for loaded truck & 15 % for crane)

Load case 2 extreme rightdue to dl of mattress

Due to load ecc right

Horizontal loads

(20% for loaded truck & 15 % for crane)

Design Of Members

4.1 Bracings BR1 & BR5

Section used 2xismc 125 box

Properties of ind. Ismc 125 Combined prop

A= cm2 A= cm2

D cm Ixx= cm4

Bf cm Iyy cm4

tw cm rmin= cmCyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

122.0788677

6 38

32.4

4.948851469133.248

832.8

793.51264

1.94

416.4

59 9

16.2

12.5

6.5

0.5

Design of piles and bracings br2 & br3

0.8750.875

1

0.875

2 3

4.5

2.2

0.000 1.378 1.378 0.499 5.303

0.875

4

2.25

6

2.2

We consider the following two load cases

a) all loads positioned in such a way as to create max reactions on central pile.

b) all loads positioned in such a way to create max reaction on outer pile

Further, to be on conservative side we assume that only 6 piles are active in the sharing of loads.

Evaluation of Max reaction due to road way

Loads towards central pile

3.5

40.6

For simplicity we assume that one tyre is on inner most main girder( no 4)and the other is on main girder no 2

simultaneously, we consider 20% of reaction on tyre as braking load.

8.27 0 40.65936167 3.8

5

0 8.27 0 8.27 3.826

0.875 2.25

0

5.303395 0.4

0.875 0.875 0.875

1.3781.378

Load positions

Loads towards outer pile

For simplicity we assume that one tyre is on outer most main girder( no 1)and the other is on main girder no 3simultaneously, we consider 20% of reaction on tyre as braking load.

8.27


6/37

Max axial load= T

sac = Kg/cm2

Slenderness r l

sac =

Elastic critical stress in compr fcc = p2*E= Kg/cm2

l2

fy = N/mm2 n = 1.4sac permissible= kg/cm2

4.2 Bracings BR2

4.2.1 top chord

Section used 2xismc 250 b/b


A= cm2 A= cm2

D cm Ixx= cm4

Bf cm Iyy cm4

tw cm rmin= cm

Cyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

rx cm l/rmin=

spacing cm

Max axial load= T

sac = Kg/cm2

Slenderness r l

sac =


l2

fy = N/mm2 n = 1.4

sac permissible= kg/cm2

Max Mz= T.m

scbx= Kg/cm2

Max My= T.m

scby= Kg/cm2

Combined stress interaction ratio=

4.2.2 Bottom chord



A= cm2 A= cm2D cm Ixx= cm4

Bf cm Iyy cm4

tw cm rmin= cm

Cyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

rx cm l/rmin=

spacing cm

Max axial load= T

sac = Kg/cm2

Slenderness r l

sac =

Elastic critical stress in compr fcc = p2

*E= Kg/cm2l2

fy = N/mm2 n = 1.42500

31.46703349

0.6 * fcc * fy

[fccn

+ fyn

]1/n

19935.1

15

21.014

271.498708

219.1 3.125

9.93 31.46703349

2.3 610.688

3816.8 983.962

8 7871.696

0.71 9.931028295


7/37

4.2.2 Diagonals



A= cm2 A= cm2

D cm Ixx= cm4Bf cm Iyy cm4

tw cm rmin= cm

Cyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

rx cm l/rmin=

spacing cm

Max axial load= T

sac = Kg/cm2

Slenderness r l

sac =

Elastic critical stress in compr fcc = p2

*E= Kg/cm2l2

fy = N/mm2 n = 1.4


Max Mz= T.m

scbx= Kg/cm2

Max My= T.m

scby= Kg/cm2


Angle of diag member with horizontal= 40.83 deg

Vertical comp of force= 21.29 T

Shear stress in bottom chord= 599.7 Kg/cm2

cms

weld length availble

bewteen bottom chord and doubler= cms

Between doubler and liner 140 cms

4.3 Bracings BR3

4.3.1 top chord



A= cm2 A= cm2

D cm Ixx= cm4

Bf cm Iyy cm4

tw cm rmin= cm

Cyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

rx cm l/rmin=

spacing cm

Max axial load= T

sac = Kg/cm2

3.446

44 52196382

9.93 31.46703349

15

3816.8 983.962

219.1 3.125

0.71 9.931028295

2.3 610.688

25 7633.6

8 7871.696

O.K

82

38.7 77.4

Since this member is connected to the bottom chord, the bottom member has to be checkd for shear also

The diagonal member will be fully welded to bottom member and the bottom chord will be welded to doubler plate

Weld length required between bottom chord and doubler plate and between double plate and liner is 50.68643266

0

0


8/37

scbx= Kg/cm2

Max My= T.m

scby= Kg/cm2


4.3.2 Bottom chord



A= cm2 A= cm2

D cm Ixx= cm4

Bf cm Iyy cm4

tw cm rmin= cm

Cyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

rx cm l/rmin=

spacing cm

Max axial load= T

sac = Kg/cm2

Slenderness r l

sac =


l2

fy = N/mm2 n = 1.4


Max Mz= T.m

scbx= Kg/cm2

Max My= T.m

scby= Kg/cm2


4.3.3 Diagonals



A= cm2 A= cm2

D cm Ixx= cm4

Bf cm Iyy cm4

tw cm rmin= cm

Cyy cm Zxx= cm3

Ixx cm4 Zyy= cm3

Iyy cm4 l= m

rx cm l/rmin=

spacing cm

Max axial load= T

sac = Kg/cm2

Slenderness r l

sac =


l

2

fy = N/mm2 n = 1.4


[fccn

+ fyn

]1/n

7537.79

2500

1306.520

13.669

327.0095694

51.17324578

0.6 * fcc * fy

6.11 51.17324578

15

779.4 553.839616

102.3 3.125

0.54 6.106706643

2.22 207.84

41.8

15 1558.8

7.5 4153.79712


9/37

Angle of diag member with horizontal= 40.83 deg

Vertical comp of force= 8.936 T

Shear stress in bottom chord= 251.7 Kg/cm2

cms

weld length availblebewteen bottom chord and doubler= cms

Between doubler and liner cms

4.4 Design of Temp Piles

Section used

O.D cm

I.D cms

A= cm2

Ixx= cm4

Zxx= cm3

rmin= cm

lendth of pile= m

Slenderness r lsac =


l2

fy = N/mm2 n = 1.4


Max axial load on Pile= T

sac actual= Kg/cm2

Max Moment on Pile= T.m

scb= Kg/cm2


O.K

O.K


10/37

Beam L/C Section

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

kNm

Moment-Y

kNm

1 9 1 0 -24.156 0 0 0

1 4 1 0 -7.619 0 0 0

1 2 1 0 -4.941 0 0 01 7 1 0 -11.637 0 0 0

1 6 1 0 -10.298 0 0 0

1 5 1 0 -8.959 0 0 0

1 1 1 0 -3.601 0 0 0

1 5 0 0 18.944 0 0 0

1 8 1 0 -15.305 0 0 0

1 4 0 0 20.283 0 0 0

1 3 1 0 -6.28 0 0 0

1 8 0 0 33.007 0 0 0

1 1 0 0 24.301 0 0 0

1 6 0 0 17.605 0 0 0

1 2 0 0 22.962 0 0 0

1 7 0 0 16.265 0 0 0

1 9 0 0 24.156 0 0 0

1 3 0 0 21.623 0 0 0

1 1 0.917 0 -3.601 0 0 0

1 2 0.917 0 -4.941 0 0 0

1 3 0.917 0 -6.28 0 0 0

1 1 0.833 0 -3.601 0 0 0

1 4 0.917 0 -7.619 0 0 0

1 5 0.917 0 -8.959 0 0 01 2 0.833 0 -4.941 0 0 0

1 6 0.917 0 -10.298 0 0 0

1 1 0.75 0 -3.601 0 0 0

1 7 0.917 0 -11.637 0 0 0

1 3 0.833 0 -6.28 0 0 0

1 1 0.667 0 -3.601 0 0 0

1 2 0.75 0 -4.941 0 0 0

1 4 0.833 0 -7.619 0 0 0

1 8 0.917 0 -15.305 0 0 0

1 7 0.083 0 16.265 0 0 0

1 6 0.083 0 17.605 0 0 0

1 5 0.833 0 -8.959 0 0 0

1 1 0.583 0 -3.601 0 0 0

1 1 0.083 0 13.502 0 0 0

1 3 0.75 0 -6.28 0 0 0

1 5 0.083 0 18.944 0 0 0

1 2 0.667 0 -4.941 0 0 0

1 4 0.083 0 20.283 0 0 0


11/37

1 6 0.833 0 -10.298 0 0 0

1 1 0.5 0 -3.601 0 0 0

1 3 0.083 0 21.623 0 0 0

1 2 0.083 0 18.063 0 0 0

1 4 0.75 0 -7.619 0 0 0

1 7 0.833 0 -11.637 0 0 0

1 9 0.917 0 -24.156 0 0 01 9 0.083 0 24.156 0 0 0

1 2 0.583 0 -4.941 0 0 0

1 3 0.667 0 -6.28 0 0 0

1 1 0.417 0 -3.601 0 0 0

1 5 0.75 0 -8.959 0 0 0

1 1 0.167 0 5.125 0 0 0

1 1 0.333 0 -2.377 0 0 0

1 2 0.5 0 -4.941 0 0 0

1 8 0.083 0 26.653 0 0 0

1 1 0.25 0 -0.83 0 0 0

1 4 0.667 0 -7.619 0 0 0

1 8 0.833 0 -15.305 0 0 0

1 6 0.75 0 -10.298 0 0 0

1 3 0.583 0 -6.28 0 0 0

1 7 0.167 0 16.265 0 0 0

1 2 0.417 0 -4.546 0 0 0

1 7 0.75 0 -11.637 0 0 0

1 2 0.167 0 8.233 0 0 0

1 6 0.167 0 17.605 0 0 0

1 5 0.667 0 -8.959 0 0 0

1 3 0.5 0 -6.28 0 0 01 5 0.167 0 18.944 0 0 0

1 4 0.583 0 -7.619 0 0 0

1 2 0.333 0 -2.466 0 0 0

1 3 0.167 0 12.213 0 0 0

1 2 0.25 0 2.035 0 0 0

1 4 0.167 0 17.065 0 0 0

1 6 0.667 0 -10.298 0 0 0

1 3 0.417 0 -5.217 0 0 0

1 5 0.583 0 -8.959 0 0 0

1 4 0.5 0 -7.579 0 0 0

1 8 0.75 0 -15.305 0 0 0

1 7 0.667 0 -12.684 0 0 0

1 3 0.25 0 4.272 0 0 0

1 3 0.333 0 -1.684 0 0 0

1 9 0.167 0 24.156 0 0 0

1 9 0.833 0 -24.156 0 0 0

1 7 0.25 0 16.265 0 0 0

1 6 0.583 0 -10.515 0 0 0

1 4 0.25 0 7.38 0 0 0


12/37

1 4 0.417 0 -5.015 0 0 0

1 6 0.25 0 16.163 0 0 0

1 8 0.167 0 20.298 0 0 0

1 5 0.5 0 -7.959 0 0 0

1 5 0.25 0 11.36 0 0 0

1 4 0.333 0 -0.029 0 0 0

1 7 0.583 0 -10.604 0 0 01 5 0.417 0 -3.941 0 0 0

1 6 0.5 0 -7.467 0 0 0

1 5 0.333 0 2.498 0 0 0

1 8 0.667 0 -15.305 0 0 0

1 7 0.333 0 10.168 0 0 0

1 6 0.333 0 5.897 0 0 0

1 6 0.417 0 -1.996 0 0 0

1 7 0.5 0 -6.102 0 0 0

1 7 0.417 0 0.822 0 0 0

1 8 0.25 0 13.944 0 0 0

1 9 0.25 0 19.063 0 0 0

1 9 0.75 0 -19.062 0 0 0

1 8 0.583 0 -11.472 0 0 0

1 8 0.333 0 7.59 0 0 0

1 8 0.5 0 -5.118 0 0 0

1 8 0.417 0 1.236 0 0 0

1 9 0.667 0 -12.708 0 0 0

1 9 0.333 0 12.708 0 0 0

1 9 0.417 0 6.354 0 0 0

1 9 0.583 0 -6.354 0 0 0

1 9 0.5 0 0 0 0 0

Max shear 24.156 Max Moment

33.007


13/37

Moment-Z

kNm

0

0

00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

-18.394

-25.234

-32.076

-36.788

-38.916

-45.757-50.469

-52.598

-55.182

-59.439

-64.151

-73.576

-75.704

-77.833

-78.173

-83.077

-89.918

-91.514

-91.97

-95.644

-96.227

-96.759

-100.939

-103.6


14/37

-105.196

-110.365

-110.441

-111.931

-116.749

-118.877

-123.38-123.38

-126.174

-128.303

-128.759

-137.272

-143.105

-146.444

-151.409

-152.359

-155.548

-155.666

-156.347

-157.794

-160.378

-166.155

-176.595

-178.316

-178.677

-179.836

-183.029

-192.454-193.518

-194.582

-197.775

-200.138

-202.819

-204.966

-210.392

-223.395

-228.786

-233.378

-234.521

-237.506

-240.362

-243.747

-246.76

-246.76

-249.232

-262.589

-265.64


15/37

-266.694

-269.313

-272.263

-272.647

-276.13

-281.836

-294.165-303.971

-307.752

-309.519

-312.694

-323.582

-324.276

-332.702

-336.172

-350.365

-359.713

-359.713

-359.713

-384.963

-414.707

-427.333

-437.247

-440.849

-440.849

-489.532

-489.532

-505.759

505.759


16/37

Results of moments in Temp piles

Beam L/C Node

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

Moment-Y

MTon-m

15 5 23 -41.82 -1.90 -0.01 0.00 -0.18

16 5 23 40.22 -12.89 -0.07 0.00 0.18

15 3 23 -40.10 -1.90 -0.01 0.00 -0.2616 3 23 39.26 -12.89 -0.10 0.00 0.26

15 4 23 -27.74 -1.77 0.18 0.00 3.26

16 4 23 7.82 -12.02 1.21 0.00 -3.26

15 2 23 -26.02 -1.77 0.17 0.00 3.18

16 2 23 6.85 -12.02 1.18 0.00 -3.18

9 2 14 -28.17 -1.56 -0.08 0.00 -1.42

10 2 14 -1.42 -10.55 -0.53 0.00 1.42

9 4 14 -30.51 -1.56 -0.08 0.00 -1.43

10 4 14 -0.29 -10.55 -0.53 0.00 1.43

9 3 14 -17.03 -1.48 -0.03 0.00 -0.56

10 3 14 2.94 -10.01 -0.21 0.00 0.569 5 14 -19.37 -1.48 -0.03 0.00 -0.56

10 5 14 4.07 -10.01 -0.21 0.00 0.56

17 5 26 -7.78 -1.35 -0.38 0.00 -6.94

18 5 26 4.70 -9.16 -2.57 0.00 6.94

17 3 26 -6.30 -1.35 -0.38 0.00 -7.02

18 3 26 3.90 -9.15 -2.60 0.00 7.02

3 4 5 -11.89 -1.29 -0.15 0.00 -2.73

4 4 5 4.09 -8.77 -1.01 0.00 2.73

3 2 5 -10.22 -1.29 -0.15 0.00 -2.66

4 2 5 3.13 -8.77 -0.98 0.00 2.66

17 4 26 -6.93 -1.02 -0.16 0.00 -2.96

18 4 26 3.71 -6.92 -1.10 0.00 2.96

17 2 26 -5.45 -1.02 -0.17 0.00 -3.03

18 2 26 2.91 -6.91 -1.12 0.00 3.03

4 5 5 0.07 -6.62 -0.70 0.00 1.90

3 5 5 -7.74 -0.98 -0.10 0.00 -1.90

4 3 5 -0.89 -6.62 -0.67 0.00 1.82

3 3 5 -6.06 -0.98 -0.10 0.00 -1.82

13 3 20 3.29 -0.92 0.43 0.00 7.91

14 3 20 -2.49 -6.24 2.93 0.00 -7.91

13 5 20 1.81 -0.92 0.44 0.00 7.97

14 5 20 -1.61 -6.23 2.95 0.00 -7.97

11 4 17 -7.68 -0.91 -0.17 0.00 -3.1512 4 17 3.39 -6.13 -1.17 0.00 3.15

11 2 17 -5.64 -0.90 -0.17 0.00 -3.15

12 2 17 2.51 -6.12 -1.17 0.00 3.15

11 5 17 -7.77 -0.87 -0.40 0.00 -7.27

12 5 17 3.30 -5.89 -2.69 0.00 7.27

11 3 17 -5.73 -0.87 -0.40 0.00 -7.26

12 3 17 2.42 -5.88 -2.69 0.00 7.26

6 4 8 2.83 -4.85 -1.14 0.00 3.07


17/37

5 4 8 -6.66 -0.72 -0.17 0.00 -3.07

6 2 8 2.03 -4.84 -1.11 0.00 2.99

5 2 8 -5.22 -0.71 -0.16 0.00 -2.99

13 2 20 4.43 -0.69 0.19 0.00 3.51

14 2 20 -3.04 -4.65 1.30 0.00 -3.51

13 4 20 2.95 -0.69 0.20 0.00 3.56

14 4 20 -2.16 -4.64 1.32 0.00 -3.56

7 3 11 4.93 -0.65 0.45 0.00 8.198 3 11 -2.53 -4.41 3.03 0.00 -8.19

7 5 11 2.90 -0.65 0.45 0.00 8.19

8 5 11 -1.48 -4.40 3.03 0.00 -8.19

2 2 2 -2.32 -3.83 1.17 0.00 -3.16

1 2 2 5.15 -0.57 0.17 0.00 3.16

2 4 2 -1.43 -3.82 1.15 0.00 -3.10

1 4 2 3.71 -0.56 0.17 0.00 3.10

7 2 11 4.54 -0.55 0.19 0.00 3.41

8 2 11 -2.71 -3.71 1.26 0.00 -3.41

7 4 11 2.51 -0.55 0.19 0.00 3.40

8 4 11 -1.66 -3.70 1.26 0.00 -3.406 5 8 2.23 -3.46 -2.58 0.00 6.97

5 5 8 -6.33 -0.51 -0.38 0.00 -6.97

6 3 8 1.43 -3.45 -2.55 0.00 6.90

5 3 8 -4.90 -0.51 -0.38 0.00 -6.90

2 3 2 -1.84 -2.75 2.86 0.00 -7.72

1 3 2 5.29 -0.41 0.42 0.00 7.72

2 5 2 -0.95 -2.74 2.84 0.00 -7.66

1 5 2 3.85 -0.41 0.42 0.00 7.66

8 1 11 1.05 0.01 0.00 0.00 0.00

7 1 11 -2.02 0.00 0.00 0.00 0.00

12 1 17 0.88 -0.01 0.00 0.00 0.00

11 1 17 -2.04 0.00 0.00 0.00 0.00

5 1 8 -1.43 0.00 0.00 0.00 -0.07

6 1 8 0.80 -0.01 -0.03 0.00 0.07

13 1 20 -1.49 0.00 0.00 0.00 0.06

14 1 20 0.89 0.01 0.02 0.00 -0.06

17 1 26 -1.48 0.00 0.00 0.00 0.08

18 1 26 0.80 -0.01 0.03 0.00 -0.08

1 1 2 -1.44 0.00 0.00 0.00 -0.06

2 1 2 0.89 0.01 -0.02 0.00 0.06

10 1 14 1.12 0.00 0.00 0.00 0.00

9 1 14 -2.35 0.00 0.00 0.00 0.00

4 1 5 0.96 0.00 -0.03 0.00 0.083 1 5 -1.67 0.00 0.00 0.00 -0.08

16 1 23 0.96 0.00 0.03 0.00 -0.08

15 1 23 -1.72 0.00 0.00 0.00 0.08

2 4 3 2.06 3.82 -1.15 0.00 0.00

2 2 3 2.32 3.83 -1.17 0.00 0.00

8 4 12 2.30 3.70 -1.26 0.00 0.00

8 2 12 2.71 3.71 -1.26 0.00 0.00

10 2 15 1.42 10.55 0.53 0.00 0.00


18/37

10 4 15 0.93 10.55 0.53 0.00 0.00

10 3 15 -2.94 10.01 0.21 0.00 0.00

10 5 15 -3.43 10.01 0.21 0.00 0.00

14 3 21 2.49 6.24 -2.93 0.00 0.00

14 5 21 2.24 6.23 -2.95 0.00 0.00

2 5 3 1.59 2.74 -2.84 0.00 0.00

2 3 3 1.84 2.75 -2.86 0.00 0.00

6 3 9 -1.43 3.45 2.55 0.00 0.006 5 9 -1.60 3.46 2.58 0.00 0.00

16 4 24 -7.18 12.02 -1.21 0.00 0.00

16 2 24 -6.85 12.02 -1.18 0.00 0.00

12 3 18 -2.42 5.88 2.69 0.00 0.00

12 5 18 -2.67 5.89 2.69 0.00 0.00

18 4 27 -3.08 6.92 1.10 0.00 0.00

18 2 27 -2.91 6.91 1.12 0.00 0.00

14 2 21 3.04 4.65 -1.30 0.00 0.00

14 4 21 2.79 4.64 -1.32 0.00 0.00

12 4 18 -2.76 6.13 1.17 0.00 0.00

12 2 18 -2.51 6.12 1.17 0.00 0.004 5 6 0.56 6.62 0.70 0.00 0.00

4 3 6 0.89 6.62 0.67 0.00 0.00

4 4 6 -3.46 8.77 1.01 0.00 0.00

4 2 6 -3.13 8.77 0.98 0.00 0.00

8 3 12 2.53 4.41 -3.03 0.00 0.00

8 5 12 2.11 4.40 -3.03 0.00 0.00

6 2 9 -2.03 4.84 1.11 0.00 0.00

6 4 9 -2.19 4.85 1.14 0.00 0.00

16 5 24 -39.59 12.89 0.07 0.00 0.00

16 3 24 -39.26 12.89 0.10 0.00 0.00

18 3 27 -3.90 9.15 2.60 0.00 0.00

18 5 27 -4.06 9.16 2.57 0.00 0.00

12 1 18 -0.24 0.01 0.00 0.00 0.00

8 1 12 -0.42 -0.01 0.00 0.00 0.00

6 1 9 -0.17 0.01 0.03 0.00 0.00

18 1 27 -0.17 0.01 -0.03 0.00 0.00

14 1 21 -0.25 -0.01 -0.02 0.00 0.00

2 1 3 -0.25 -0.01 0.02 0.00 0.00

16 1 24 -0.33 0.00 -0.03 0.00 0.00

4 1 6 -0.33 0.00 0.03 0.00 0.00

10 1 15 -0.49 0.00 0.00 0.00 0.00

15 5 22 46.11 1.90 0.01 0.00 0.00

15 3 22 40.10 1.90 0.01 0.00 0.007 3 10 -4.93 0.65 -0.45 0.00 0.00

7 5 10 1.39 0.65 -0.45 0.00 0.00

5 4 7 10.95 0.72 0.17 0.00 0.00

5 2 7 5.22 0.71 0.16 0.00 0.00

11 5 16 12.07 0.87 0.40 0.00 0.00

11 3 16 5.73 0.87 0.40 0.00 0.00

5 3 7 4.90 0.51 0.38 0.00 0.00

5 5 7 10.63 0.51 0.38 0.00 0.00


19/37

15 2 22 26.02 1.77 -0.17 0.00 0.00

15 4 22 32.04 1.77 -0.18 0.00 0.00

9 5 13 23.67 1.48 0.03 0.00 0.00

9 3 13 17.03 1.48 0.03 0.00 0.00

3 5 4 12.03 0.98 0.10 0.00 0.00

7 4 10 1.78 0.55 -0.19 0.00 0.00

3 3 4 6.06 0.98 0.10 0.00 0.00

7 2 10 -4.54 0.55 -0.19 0.00 0.009 2 13 28.17 1.56 0.08 0.00 0.00

9 4 13 34.81 1.56 0.08 0.00 0.00

13 3 19 -3.29 0.92 -0.43 0.00 0.00

13 5 19 2.49 0.92 -0.44 0.00 0.00

17 3 25 6.30 1.35 0.38 0.00 0.00

17 5 25 12.07 1.35 0.38 0.00 0.00

13 4 19 1.35 0.69 -0.20 0.00 0.00

13 2 19 -4.43 0.69 -0.19 0.00 0.00

11 2 16 5.64 0.90 0.17 0.00 0.00

11 4 16 11.97 0.91 0.17 0.00 0.00

1 3 1 -5.29 0.41 -0.42 0.00 0.001 5 1 0.44 0.41 -0.42 0.00 0.00

1 4 1 0.59 0.56 -0.17 0.00 0.00

1 2 1 -5.15 0.57 -0.17 0.00 0.00

17 2 25 5.45 1.02 0.17 0.00 0.00

17 4 25 11.23 1.02 0.16 0.00 0.00

3 2 4 10.22 1.29 0.15 0.00 0.00

3 1 4 5.97 0.00 0.00 0.00 0.00

3 4 4 16.19 1.29 0.15 0.00 0.00

7 1 10 6.32 0.00 0.00 0.00 0.00

1 1 1 5.74 0.00 0.00 0.00 0.00

15 1 22 6.02 0.00 0.00 0.00 0.00

5 1 7 5.73 0.00 0.00 0.00 0.00

11 1 16 6.33 0.00 0.00 0.00 0.00

13 1 19 5.78 0.00 0.00 0.00 0.00

9 1 13 6.64 0.00 0.00 0.00 0.00

17 1 25 5.77 0.00 0.00 0.00 0.00

46.111 12.888 3.034 0 8.192

41.82 12.89 3.03 0.00 8.19

Deisgn forces/moments 46.111 12.888 3.034 0 8.192


20/37

Moment-Z

MTon-m

34.80

-34.80

34.80-34.80

32.45

-32.45

32.45

-32.45

28.49

-28.49

28.49

-28.49

27.02

-27.0227.02

-27.02

24.74

-24.74

24.71

-24.71

23.67

-23.67

23.67

-23.67

18.67

-18.67

18.65

-18.65

-17.88

17.88

-17.88

17.88

16.85

-16.85

16.82

-16.82

16.56-16.56

16.53

-16.53

15.90

-15.90

15.87

-15.87

-13.08


21/37

13.08

-13.06

13.06

12.56

-12.56

12.53

-12.53

11.90-11.90

11.87

-11.87

-10.34

10.34

-10.32

10.32

10.02

-10.02

9.99

-9.99-9.34

9.34

-9.32

9.32

-7.43

7.43

-7.41

7.41

0.03

-0.03

-0.03

0.03

0.02

-0.02

-0.02

0.02

0.02

-0.02

-0.02

0.02

0.00

0.00

0.000.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00


22/37

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00


23/37

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

34.797

34.80

34.797


24/37

Forces and moments in top members of bracings BR3

Beam L/C Section

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

Moment-Y

MTon-m36 4 0 -0.808 3.703 0.77 0 0

0.083 -0.808 3.687 0.77 0 0.201

0.167 -0.808 3.671 0.77 0 0.401

0.25 -0.808 3.656 0.77 0 0.602

0.333 -0.808 3.64 0.77 0 0.802

0.417 -0.808 3.624 0.77 0 1.003

0.5 -0.808 3.608 0.77 0 1.203

0.583 -0.808 -5.553 -0.608 0 1.097

0.667 -0.808 -5.568 -0.608 0 0.938

0.75 -0.808 -5.584 -0.608 0 0.78

0.833 -0.808 -5.6 -0.608 0 0.622

0.917 -0.808 -5.616 -0.608 0 0.463

1 -0.808 -5.631 -0.608 0 0.305

5 0 -0.501 -0.467 0.096 0 0

0.083 -0.501 -0.483 0.096 0 0.025

0.167 -0.501 -0.499 0.096 0 0.05

0.25 -0.501 -0.514 0.096 0 0.075

0.333 -0.501 -0.53 0.096 0 0.1

0.417 -0.501 -0.546 0.096 0 0.125

0.5 -0.501 -0.562 0.096 0 0.15

0.583 -0.501 -0.577 0.096 0 0.1750.667 -0.501 -0.593 0.096 0 0.201

0.75 -0.501 -0.609 0.096 0 0.226

0.833 -0.501 -0.625 0.096 0 0.251

0.917 -0.501 -0.641 0.096 0 0.276

1 -0.501 -9.801 -1.282 0 0.163

37 4 0 -3.235 9.801 1.236 0 0.305

0.083 -3.235 0.641 -0.142 0 0.406

0.167 -3.235 0.625 -0.142 0 0.369

0.25 -3.235 0.609 -0.142 0 0.332

0.333 -3.235 0.593 -0.142 0 0.295

0.417 -3.235 0.578 -0.142 0 0.258

0.5 -3.235 0.562 -0.142 0 0.221

0.583 -3.235 0.546 -0.142 0 0.184

0.667 -3.235 0.53 -0.142 0 0.148

0.75 -3.235 0.514 -0.142 0 0.111

0.833 -3.235 0.499 -0.142 0 0.074

0.917 -3.235 0.483 -0.142 0 0.037


25/37

1 -3.235 0.467 -0.142 0 0

5 0 -3.446 5.631 0.653 0 0.163

0.083 -3.446 5.616 0.653 0 0.333

0.167 -3.446 5.6 0.653 0 0.503

0.25 -3.446 5.584 0.653 0 0.673

0.333 -3.446 5.568 0.653 0 0.8440.417 -3.446 5.552 0.653 0 1.014

0.5 -3.446 -3.608 -0.725 0 1.132

0.583 -3.446 -3.624 -0.725 0 0.944

0.667 -3.446 -3.64 -0.725 0 0.755

0.75 -3.446 -3.656 -0.725 0 0.566

0.833 -3.446 -3.671 -0.725 0 0.377

0.917 -3.446 -3.687 -0.725 0 0.189

1 -3.446 -3.703 -0.725 0 0

0.501 9.801 1.236 0 1.203

3.446 9.801 1.282 0 0

Design forces/moments 3.446 9.801 1.282 0 1.203

Forces in Bottom memebrs of bracings BR3

Beam L/C Section

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

Moment-Y

MTon-m

40 4 0 -7.044 0.189 0 0 0

0.083 -7.044 0.158 0 0 0

0.167 -7.044 0.126 0 0 0

0.25 -7.044 0.095 0 0 0

0.333 -7.044 0.063 0 0 0

0.417 -7.044 0.032 0 0 0

0.5 -7.044 0 0 0 0

0.583 -7.044 -0.032 0 0 0

0.667 -7.044 -0.063 0 0 0

0.75 -7.044 -0.095 0 0 0

0.833 -7.044 -0.126 0 0 0

0.917 -7.044 -0.158 0 0 0

1 -7.044 -0.189 0 0 05 0 -7.108 0.189 0 0 0

0.083 -7.108 0.158 0 0 0

0.167 -7.108 0.126 0 0 0

0.25 -7.108 0.095 0 0 0

0.333 -7.108 0.063 0 0 0

0.417 -7.108 0.032 0 0 0

0.5 -7.108 0 0 0 0


26/37

0.583 -7.108 -0.032 0 0 0

0.667 -7.108 -0.063 0 0 0

0.75 -7.108 -0.095 0 0 0

0.833 -7.108 -0.126 0 0 0

0.917 -7.108 -0.158 0 0 0

1 -7.108 -0.189 0 0 0

7.044 0.189 0 0 0

7.108 0.189 0 0 0

Design Forces & Moments 7.108 0.189 0 0 0

Forces in diag memebrs of BR3

Beam L/C Node

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

Moment-Y

MTon-m

38 4 5 10.888 0.051 0 0 029 -10.799 0.051 0 0 0

5 5 10.503 0.051 0 0 0

29 -10.414 0.051 0 0 0

39 4 29 13.196 0.051 0 0 0

14 -13.284 0.051 0 0 0

5 29 13.581 0.051 0 0 0

14 -13.669 0.051 0 0 0

13.581 0.051 0 0 0

13.669 0.051 0 0 0

Design Forces and moments 13.669 0.051 0 0 0


27/37

Forces and moments in top members of bracings BR2

Moment-Z

MTon-m Beam L/C Section

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m0 51 4 0 -3.502 0.398 0.322 0

-0.962 0.083 -3.502 0.382 0.322 0

-1.92 0.167 -3.502 0.367 0.322 0

-2.874 0.25 -3.502 0.351 0.322 0

-3.824 0.333 -3.502 0.335 0.322 0

-4.77 0.417 -3.502 0.319 0.322 0

-5.712 0.5 -3.502 0.303 0.322 0

-4.611 0.583 -3.502 0.288 0.322 0

-3.163 0.667 -3.502 0.272 0.322 0

-1.711 0.75 -3.502 0.256 0.322 0

-0.254 0.833 -3.502 0.24 0.322 0

1.206 0.917 -3.502 0.225 0.322 0

2.67 1 -3.502 0.209 0.322 0

0 5 0 -3.072 0.119 0.218 0

0.124 0.083 -3.072 0.103 0.218 0

0.251 0.167 -3.072 0.087 0.218 0

0.383 0.25 -3.072 0.072 0.218 0

0.519 0.333 -3.072 0.056 0.218 0

0.659 0.417 -3.072 0.04 0.218 0

0.804 0.5 -3.072 0.024 0.218 0

0.952 0.583 -3.072 0.008 0.218 01.104 0.667 -3.072 -0.007 0.218 0

1.261 0.75 -3.072 -0.023 0.218 0

1.422 0.833 -3.072 -0.039 0.218 0

1.586 0.917 -3.072 -0.055 0.218 0

2.67 1 -3.072 -0.07 0.218 0

2.67 53 4 0 -1.244 -0.209 -0.322 0

1.587 0.083 -1.244 -0.225 -0.322 0

1.422 0.167 -1.244 -0.24 -0.322 0

1.261 0.25 -1.244 -0.256 -0.322 0

1.105 0.333 -1.244 -0.272 -0.322 0

0.952 0.417 -1.244 -0.288 -0.322 0

0.804 0.5 -1.244 -0.303 -0.322 0

0.66 0.583 -1.244 -0.319 -0.322 0

0.519 0.667 -1.244 -0.335 -0.322 0

0.383 0.75 -1.244 -0.351 -0.322 0

0.252 0.833 -1.244 -0.367 -0.322 0

0.124 0.917 -1.244 -0.382 -0.322 0


28/37

0 1 -1.244 -0.398 -0.322 0

2.67 5 0 -0.308 0.07 -0.218 0

1.206 0.083 -0.308 0.055 -0.218 0

-0.255 0.167 -0.308 0.039 -0.218 0

-1.711 0.25 -0.308 0.023 -0.218 0

-3.163 0.333 -0.308 0.007 -0.218 0-4.611 0.417 -0.308 -0.008 -0.218 0

-5.712 0.5 -0.308 -0.024 -0.218 0

-4.77 0.583 -0.308 -0.04 -0.218 0

-3.824 0.667 -0.308 -0.056 -0.218 0

-2.875 0.75 -0.308 -0.072 -0.218 0

-1.92 0.833 -0.308 -0.087 -0.218 0

-0.962 0.917 -0.308 -0.103 -0.218 0

0 1 -0.308 -0.119 -0.218 0

2.67 0.308 0.398 0.322 0

5.712 3.502 0.398 0.322 0

5.712 Design Forces & moments 3.502 0.398 0.322 0

Forces and moments in bottom members of BR2

Moment-Z

MTon-m Beam L/C Section

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

0 52 4 0 -21.014 0.189 0 0

-0.09 0.083 -21.014 0.158 0 0

-0.164 0.167 -21.014 0.126 0 0

-0.222 0.25 -21.014 0.095 0 0

-0.263 0.333 -21.014 0.063 0 0

-0.288 0.417 -21.014 0.032 0 0

-0.296 0.5 -21.014 0 0 0

-0.288 0.583 -21.014 -0.032 0 0

-0.263 0.667 -21.014 -0.063 0 0

-0.222 0.75 -21.014 -0.095 0 0

-0.164 0.833 -21.014 -0.126 0 0

-0.09 0.917 -21.014 -0.158 0 0

0 1 -21.014 -0.189 0 00 5 0 -3.034 0.189 0 0

-0.09 0.083 -3.034 0.158 0 0

-0.164 0.167 -3.034 0.126 0 0

-0.222 0.25 -3.034 0.095 0 0

-0.263 0.333 -3.034 0.063 0 0

-0.288 0.417 -3.034 0.032 0 0

-0.296 0.5 -3.034 0 0 0


29/37

-0.288 0.583 -3.034 -0.032 0 0

-0.263 0.667 -3.034 -0.063 0 0

-0.222 0.75 -3.034 -0.095 0 0

-0.164 0.833 -3.034 -0.126 0 0

-0.09 0.917 -3.034 -0.158 0 0

0 1 -3.034 -0.189 0 0

0 3.034 0.189 0 0

0.296 21.014 0.189 0 0

0.296 Design Forces 21.014 0.189 0 0

Forces in diag memebrs of BR2

Moment-Z

MTon-m Beam L/C Node

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

0 54 4 14 32.562 0.069 0 00 32 -32.443 0.069 0 0

0 5 14 8.617 0.069 0 0

0 32 -8.498 0.069 0 0

0 55 4 32 29.542 0.069 0 0

0 23 -29.661 0.069 0 0

0 5 32 3.85 0.069 0 0

0 23 -3.969 0.069 0 0

0 32.562 0.069 0 0

0 32.443 0.069 0 0

0 Design Forces & Moments 32.562 0.069 0 0


30/37

Moment-Y

MTon-m

Moment-Z

MTon-m0 0

0.084 -0.102

0.168 -0.199

0.252 -0.293

0.335 -0.382

0.419 -0.467

0.503 -0.548

0.587 -0.625

0.671 -0.698

0.755 -0.767

0.838 -0.831

0.922 -0.892

1.006 -0.948

0 0

0.057 -0.029

0.114 -0.054

0.17 -0.074

0.227 -0.091

0.284 -0.103

0.341 -0.112

0.397 -0.1160.454 -0.116

0.511 -0.112

0.568 -0.104

0.624 -0.092

0.681 -0.076

1.006 -0.948

0.922 -0.892

0.838 -0.831

0.754 -0.767

0.671 -0.698

0.587 -0.625

0.503 -0.548

0.419 -0.467

0.335 -0.382

0.251 -0.293

0.168 -0.199

0.084 -0.102


31/37

0 0

0.681 -0.076

0.624 -0.092

0.568 -0.104

0.511 -0.112

0.454 -0.1160.397 -0.116

0.341 -0.112

0.284 -0.103

0.227 -0.091

0.17 -0.074

0.114 -0.054

0.057 -0.029

0 0

1.006 0

0 0.948

1.006 0.948

Moment-Y

MTon-m

Moment-Z

MTon-m

0 0

0 -0.09

0 -0.164

0 -0.222

0 -0.263

0 -0.288

0 -0.296

0 -0.288

0 -0.263

0 -0.222

0 -0.164

0 -0.09

0 00 0

0 -0.09

0 -0.164

0 -0.222

0 -0.263

0 -0.288

0 -0.296


32/37

0 -0.288

0 -0.263

0 -0.222

0 -0.164

0 -0.09

0 0

0 0

0 0.296

0 0.296

Moment-Y

MTon-m

Moment-Z

MTon-m

0 00 0

0 0

0 0

0 0

0 0

0 0

0 0

0 0

0 0

0 0


33/37

Forces in BR1 and BR5

Beam L/C Node

Axial

Force

Mton

Shear-Y

Mton

Shear-Z

Mton

Torsion

MTon-m

Moment-Y

MTon-m

19 4 21 7.628 0.079 0 0 023 -7.697 0.079 0 0 0

5 21 6.239 0.079 0 0 0

23 -6.307 0.079 0 0 0

20 4 20 -5.768 0.079 0 0 0

24 5.836 0.079 0 0 0

5 20 -7.754 0.079 0 0 0

24 7.822 0.079 0 0 0

21 4 24 8.611 0.079 0 0 0

26 -8.68 0.079 0 0 0

5 24 11.418 0.079 0 0 0

26 -11.487 0.079 0 0 0

22 4 23 -7.326 0.079 0 0 0

27 7.394 0.079 0 0 0

5 23 -9.803 0.079 0 0 0

27 9.872 0.079 0 0 0

23 4 12 6.801 0.079 0 0 0

14 -6.87 0.079 0 0 0

5 12 6.336 0.079 0 0 0

14 -6.405 0.079 0 0 0

24 4 11 -4.589 0.079 0 0 0

15 4.658 0.079 0 0 05 11 -5.46 0.079 0 0 0

15 5.529 0.079 0 0 0

25 4 15 7.633 0.079 0 0 0

17 -7.701 0.079 0 0 0

5 15 7.326 0.079 0 0 0

17 -7.394 0.079 0 0 0

26 4 14 -6.322 0.079 0 0 0

18 6.39 0.079 0 0 0

5 14 -6.104 0.079 0 0 0

18 6.172 0.079 0 0 0

27 4 3 5.8 0.079 0 0 0

5 -5.868 0.079 0 0 0

5 3 4.606 0.079 0 0 0

5 -4.674 0.079 0 0 0

28 4 2 -4.742 0.079 0 0 0

6 4.81 0.079 0 0 0

5 2 -3.395 0.079 0 0 0


34/37

6 3.463 0.079 0 0 0

29 4 6 6.022 0.079 0 0 0

8 -6.09 0.079 0 0 0

5 6 4.291 0.079 0 0 0

8 -4.36 0.079 0 0 0

30 4 5 -5.091 0.079 0 0 09 5.16 0.079 0 0 0

5 5 -3.602 0.079 0 0 0

9 3.67 0.079 0 0 0

61 4 3 -1.716 0.089 0 0 0

29 1.716 0.089 0 0 0

5 3 -1.695 0.089 0 0 0

29 1.695 0.089 0 0 0

62 4 29 -0.345 0.089 0 0 0

12 0.345 0.089 0 0 0

5 29 -0.468 0.089 0 0 0

12 0.468 0.089 0 0 0

63 4 6 -0.454 0.089 0 0 0

30 0.454 0.089 0 0 0

5 6 -0.449 0.089 0 0 0

30 0.449 0.089 0 0 0

64 4 30 0.142 0.089 0 0 0

15 -0.142 0.089 0 0 0

5 30 0.176 0.089 0 0 0

15 -0.176 0.089 0 0 0

65 4 12 -2.535 0.089 0 0 0

32 2.535 0.089 0 0 05 12 -1.156 0.089 0 0 0

32 1.156 0.089 0 0 0

66 4 32 -2.675 0.089 0 0 0

21 2.675 0.089 0 0 0

5 32 0.527 0.089 0 0 0

21 -0.527 0.089 0 0 0

67 4 15 -0.44 0.089 0 0 0

33 0.44 0.089 0 0 0

5 15 -1.128 0.089 0 0 0

33 1.128 0.089 0 0 0

68 4 33 0.084 0.089 0 0 0

24 -0.084 0.089 0 0 0

5 33 0.835 0.089 0 0 0

24 -0.835 0.089 0 0 0

11.418

11.487


35/37

Design Forces 11.487


36/37

Moment-Z

MTon-m

00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0


37/37

0

0

0

0

0

00

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

00

0

0

0

0

0

0

0

0

0

0

0

0

0

Documents

Crane Matress Design