130210.0286.11a strength calculation - lifting cradles

FMT

Strength Calculation

Lifting Cradles – Holm-kl

(OSK-ShipTech 130210.0286.11A)

Date: 11.06.2013 Sign: KAF

______________________________________________________________________________________ 130210.0266.01 Lifting and transport Cradles

Table of Contents

1 Introduction ............................................................................................................................. 1

1.1 Reference documents ............................................................................................................... 1

2 Summary .................................................................................................................................. 1

3 Conclusion ............................................................................................................................... 2

4 3D Beam Element Analysis .................................................................................................... 3

5 Software ................................................................................................................................... 3

6 Coordinatee system ................................................................................................................ 3

7 Vessel data ............................................................................................................................... 3

8 Model Description ................................................................................................................... 4

9 Boundary Conditions .............................................................................................................. 5

10 Design Criteria ......................................................................................................................... 5

11 Beam Model Loads ................................................................................................................. 6

11.1.1 Loaded Model .................................................................................................................... 7

12 Results ...................................................................................................................................... 8

12.1 Strength Evaluation ................................................................................................................... 8

12.1.1 Evaluation criteria .............................................................................................................. 8

12.1.2 Deflection ........................................................................................................................... 8

12.1.3 Stresses in Structure ......................................................................................................... 9

12.2 Shell Core strength. ................................................................................................................ 11

12.3 Springs .................................................................................................................................... 11

12.4 Lashing .................................................................................................................................... 12

12.4.1 Bolted connection in transverse lashing beams .............................................................. 13

Appendix Appendix A - Drawings Appendix B - 3d model results - aft cradle Appendix C - 3d model results - fore cradle Appendix D – PVC core material datasheet

______________________________________________________________________________________ 130210.0266.01 Lifting and transport Cradles Page 1

1 Introduction The intent of this analysis is to verify and document the strength of lifting and transport cradles for Danish navy Holm-class ships. The ships are considered lifted and transported onboard an unspecified heavy-lift ship. The transport is considered to have unrestricted service. The ship is considered lifted in two (2) cradles, aft (5.6m forward of AP) and fore (19.5m forward of AP). The strength analysis cover:

- Strength of cradles in lifting scenario - Calculation on springs for cradles. - Sea fastening of ship in transport scenario

For the lifting and transport scenario relevant design criteria are used to verify the strength.

1.1 Reference documents Reference is made to following documents:

1. 130210.0109.01A – Løftevugger General Arrangement 2. 130210.1007.01A – Løftevugger - Surringsarrangement 3. 130210.0286.01A – Løftevugge - Agter 4. 130210.0286.02A – Løftevugge – For 5. 130210.0286.04A – Løftevugger - Fjeder System

2 Summary The lifting and transport cradles are designed and verified according to the relevant criteria:

Lifting Scenario: Design verified according to DNV Rules for planning and executing of Marine Operations, pt. 2 Ch. 5 – Lifting.

Transport Scenario: Sea fastening verified according to accelerations calculated DNV rules for ships Pt. 3 Ch. 1 Sec 4 Design Loads – Ship Motions and Accelerations

The strength analysis is performed using a simplified beam model reflecting the design of the lifting Cradles. Material: Steel construction to be made of mild steel unless otherwise stated on the drawings, to meet DNV standards: NV D36, min yield stress of 355 N/mm2. The calculations are based on steel with yield stress of 235, which gives further margin in the strength calculations of the cradles. Springs: The springs are designed to hold the arms open while lifting the empty cradle and to allow the arms to close once the weight of the vessel is on the cradle. The spring constant should be 13.2 kg/mm.


The spring considered in the calculation is described below: Type Compression Spring Wire diameter 14.00 mm Outer diameter of spring 75.00 mm Free Length 450.00 mm Total number of coils 15 Number of active coils 13 Shear Modulus 79300 MPa (Steel) Lashings: The lashings are designed to hold the vessel in position in the cradles. The cradles are secured to the heavy lift vessel by a set of lashings too. The Arrangement of the lifting cradles is presented in Appendix A Page A1 The structural design of the aft lifting cradles is presented in Appendix A Page A3 The structural design of the aft lifting cradles is presented in Appendix A Page A4

3 Conclusion The Strength of the aft and fore lifting and transport cradles has been analyzed on the basis of the loads and accelerations calculated in Ch.10 Based on the modeling reflecting the drawings in Ref 4) and 5) and loads applied obtained from Ch. 10, the stresses in the structure have been calculated and analyzed as documented in this report and its attachments. It is concluded that the calculated stress levels of the Lifting and transport Cradles is found to be within the requirements specified in this document. The compression stresses in the hull core material has been calculated and found to be within the limits given by the manufacturer. The springs holding arms away from the ship is dimensioned to support the ship when lifted. Lashings holding the ship when transporting the ship have been dimensioned. The lashings are able to hold the ship in the cradles when transported.


4 3D Beam Element Analysis A 3D beam model of each of the lifting cradles has been prepared to evaluate the strength of the cradles.

5 Software Software used: Dlubal programs RSTAB for beam calculations. Further information can be forwarded on request.

6 Coordinatee system The coordinate system is defined as a right hand coordinate system:

X: Vessel longitudinal direction (positive in forward direction) X=0 at AP Y: Vessel transverse direction (positive towards port side) Y=0 at CL Z: Vertical direction (positive upwards) Z=0 at heavy lift deck

7 Vessel data Name: Holm-kl Type: Patrol, Naval Support Class: DNV Flag: Danish Length over all: 28.90 m Length btw. PP: 26.15 m Breadth mld: 6.40 m Depth to deck: 3.54 m Design draught: 1.74 m Deadweight: 55 tons Speed 12.0 kn Weight 125 tons LCG 11.49 m forward AP VCG 3.5 m above Baseline


8 Model Description The 3D Beam models describe the structures:

- Aft lifting and transport cradle - Fore lifting and transport cradles.

The models are build according to drawings:

- 130210.0286.01 – Løftevugge - Agter - 130210.0286.02 – Løftevugge - For -

As the calculation is performed as a beam calculation the model is built without brackets and plates. Racking plates are simulated by crossing rigid elements.

Figure 1: Lifting Cradles

Y

Z

X

Isometric

Y

Z

X

Isometric


9 Boundary Conditions The boundary conditions for the structures:

- For the lifting scenario the ship is considered as a rigid structure. The “ship” is rigid supported in the centerline. The connection between the ship and the cradle are simulated by compression only members acting perpendicular to the local hull surface.

- The model is loaded at the points where the lifting slings are lifting the cradles.

10 Design Criteria The design of the cradles is verified according to below described criteria: Lifting Situation: DNV Rules for planning and executing of Marine Operations. Sea fastening: DNV Rules for ships Pt. 3 Ch. 1 Sec.4 Design Loads – Ship Motions

and Accelerations Lifting Loads The load due to lifting of the ship from a floating structure has to be considered. The Dynamic Amplification Factor for such an operation, considering a lift<100t performed in sheltered areas (inshore), is according to DNV Rules for planning and executing of Marine Operations, 1.15 x Lifted weight. Further the lifting equipment has to be dimensioned obtain the wind forces and skew loads due to a 2 crane lift. Sea Fastening Loads The loads on the sea fastening structures due to ship motions of the heavy lift vessel are calculated by using DNV Rules for ships Pt. 3 Ch. 1 Sec.4. Three (3) different heavy lift ships have been chosen and accelerations have been calculated. The largest accelerations will be used in calculation of the lifting cradles and sea-fastening. The three (3) ships and the calculated motions and accelerations are shown in below table:

M/V PATRIA M/V Palessa M/V EIT Palmina Lpp [m] 95 111 130 B [m] 18.7 1917 23,2 Service speed [kn] 15 15 15 GM [m] 1.5 1.5 1.5 Roll Angle [deg] 35 34 31 Pitch Angle [deg] 10 9 8 Longitudinal Acc. [m/s2] 4.02 5.08 3.32 Transverse Acc. [m/s2] 7.61 7.34 6.51 Vertical Acc. [m/s2] 5.60 5.08 4.80

Table 1: Calculated accelerations

The accelerations is dependent on the heavy lift vessels GM and sea conditions, so accelerations must be calculated separately for each operation by the heavy lift operator.


For conservative calculations the following accelerations has been chosen: Longitudinal and Transverse: 9.81 m/s2 Vertical: 5.60 m/s2

11 Beam Model Loads Reaction in Lifting Cradles The lifting operations are considered to take place in sheltered areas (inshore). Due to this the Dynamic Amplification Factor (DAF) is considered to be 1.15 x lifted weight. The cradles are designed according to below condition of the vessel: Weight of vessel: 125 tons LCG 11.49 m forward AP Position of cradles: Aft: 5.60 m forward AP Fore: 19.50 m forward AP Weight on cradles: Aft: 72.0 tons Fore: 53.0 tons The weight of each cradle is for strength calculation purposes been estimated to be 6.5 tons. Actual detailed calculations confirm a weight below this figure. See Ref/3/ and ref/4/. The loads on the cradles for the lifting scenario are calculated based on the tension in the lifting web slings. The loads can be seen in the force diagrams below.

Figure 2: Force Diagrams


The loads in above sketch are seen in below table:Loads on model

Aft Cradle Fore Cradle

Lifted weight w/o DAF 78.5 t Lifted weight w/o DAF 59.5 t

Lifted weight w/o DAF 770.4 kN Lifted weight w/o DAF 583.4 kN

T ‐ Tension force one side 443.0 kN T ‐ Tension force one side 335.4 kN

R1 ‐ Reaction on cradle side 437.6 kN R1 ‐ Reaction on cradle side 345.5 kN

R2 ‐ Reaction on Bottom 308.8 kN R2 ‐ Reaction on Bottom 212.9 kN

R3 ‐ Reaction on ship side 80.3 kN R3 ‐ Reaction on ship side 55.0 kN Table 2: Calculated forces

11.1.1 Loaded Model

Figure 3: Aft Cradle, Loaded. Loads in kN

Figure 4: Fore Cradle, Loaded. Loads in kN

218.800 218.800

Y

154.400 154.400

Z

X

218.800 218.800

IsometricLC1

X

218.800

218.800

154.400

Z

Y

218.800

218.800

154.400

In X-directionLC1

172.750 172.750

Y

106.450 106.450

Z

X

172.750 172.750

IsometricLC1

X

172.750

172.750

106.450

Z

Y

172.750

172.750

106.450

In X-directionLC1


12 Results As all calculation data is a large amount of data a reduced selection of the calculation results, supporting the strength evaluation is listed in Appendix B and C. If further details of the calculation are needed, data can be forwarded on request.

12.1 Strength Evaluation

12.1.1 Evaluation criteria Deflection: The deflection criteria for the lifting cradles are decided to be 1:600. This means that the members are allowed to deflect 1mm in a beam of 600mm length Allowable Stresses The allowable stresses are calculated according to DnV rules. Design Verification allowable stresses for the design is calculated as follows:

σ /1.5 This gives for the steel used in calculations:

Normal strength steel (S235):

235N/mm

,σ1.5

156N/mm

σ

1.5 ∙ √390N/mm

,σ1.5

156N/mm

12.1.2 Deflection The maximum deflection of the aft cradle is 0.8 mm. The deflection is well below the deflection criteria. The maximum deflection of the fore cradle is 0.5 mm. The deflection is well below the deflection criteria.


Figure 5: Deformation of models, Aft Left, Fore right

12.1.3 Stresses in Structure The largest stresses in each beam member type are calculated in RSTAB module General Stress Analysis. The result of the stress calculation can be seen in Appendix B and C. In the stress analysis no stresses are seen above the allowable stresses. The largest stresses are approximately 120 N/mm2, which correspond to a utilization factor of approx. 0.77. In general the stresses are well below the limit.

Table 3: Aft Cradle Stresses

218.800 218.800

154.400

Y

154.400

Z

X

0.8

218.800 218.800

IsometricLC1u

Factor of deformations: 200.00Max u: 0.8, Min u: 0.0 [mm]

Y

Z

X

0.5

IsometricLC1u



Table 4: Fore Cradle Stresses

The full result of the stress calculations can be seen in Appendix B and C page 11-14.

Figure 6: Members stresses. Shown as stress ratio

0.58

0.580.04

0.09

0.04

0.10

0.09

0.07

0.31

0.10

0.07

0.31

0.06

0.04

0.06

0.04

0.41

0.20

0.03

Y

0.050.20

Z

0.41

X

0.03

0.06

0.04

0.06

0.04

0.07

0.09

0.07

0.10

0.31

0.09

0.04

0.10

0.31

0.040.58

0.58

IsometricSTEEL CA1Tau Total

Max Tau Total: 0.58, Min Tau Total: 0.00

Stress ratioTau Totale [-]

0.58

0.00

Max : 0.58Min : 0.00

0.70

0.02

0.70

0.35

0.020.02

0.19

0.33

0.32

0.32

0.12

0.02

0.19

0.33

0.32

0.32

0.12

0.02

0.08

0.50

0.35 0.48

0.08

0.18

0.50

0.02

0.29

Y

0.06

0.35

0.37

Z

X

0.18

0.02

0.29

0.23

0.06

0.08

0.12

0.08

0.48

0.19

0.12

0.02

0.19

0.33

0.12

0.32

0.02

0.33

0.02

0.32

0.02

0.35

0.70

0.70

IsometricSTEEL CA1Sigma-eqv

Max Sigma-eqv: 0.70, Min Sigma-eqv: 0.00

Stress ratioSigma-v [-]

0.70

0.00

Max : 0.70Min : 0.00


12.2 Shell Core strength. The GRP core materials, where the cradles are making contact to the shell, are checked. The core material is a PVC foam structure. From the beam calculations the load, where the cradles are supporting the hull are seen. The forces on the sides, from where the arms are supporting the hull are calculated separately. The forces acting on the hull are seen in the table below:

Aft Cradle Fore Cradle Forces on bottom 258 kN 248 kN Forces on side 80.3 kN 55 kN

Table 5: Forces on hull

The forces are considered distributed evenly due to the wood. The shell is considered supported by the core of the hull structure (Stringers and bulkheads). The hull structure is general of 50 mm core material. The nominal compressive strength of the PVC core material is 2.6 MPa on the bottom and 1.9 MPa at the sides. For further info of the PVC core material see appendix D. A safety factor of 5% has been added to the strength levels for the material. A safety factor of 5% is considered together with the DAF factor, which is 1.15. Further the stress distribution through the core material, giving a larger area, is not considered. This is considered to be an overall conservative approach. The aft cradle bottom support is supporting 1150mm longitudinal and 1000mm transverse. The fore cradle bottom support is supporting 1150mm longitudinal and 920mm transverse. The height of the support on the arms is aft 890mm and fore 610mm. This gives the below stresses in the core material.

Permissible Pressure Aft Cradle Fore Cradle Pressure on bottom 2.470 N/ mm2 2.46 N/mm2 2.46 N/mm2 Pressure on side 1.805 N/ mm2 1.80 N/mm2 1.80 N/mm2

Table 6: Forces on hull

12.3 Springs The springs are designed to hold the arms open while lifting the empty cradle and to allow the arms to close once the weight of the vessel is on the cradle. When lifting the empty cradles, the aft cradle chain will need a tension of 1530 kg to hold the arm away from the ship side. The fore cradle needs a tension of 1520 kg. The arms should not close until the cradles are having contact to the ship, thus the pretension need to be 10% more than the empty cradle weight. The spring will be tensioned to 1710 kg


The spring should have a constant of: k=13.2 kg/mm With above spring the spring will have the tensions as shown in below table:

mm kg Pretention 120 1710 Hull contact 162 2263 Max 216 3157

Table 7: Tension in spring

The spring considered in the calculation is described below: Type Compression Spring Wire diameter 14.00 mm Outer diameter of spring 75.00 mm Free Length 450.00 mm Total number of coils 15 Number of active coils 13 Shear Modulus 79300 MPa (Steel) Drawing of spring is seen in appendix A5

12.4 Lashing The sea fastening of the ship in the cradles is to be done by lashings to the deck of the heavy-lift ship. The cradles are lashed to the heavy-lift vessel from the four 10t D-Rings. The transported ship is lashed separately. The lashings and sea fastenings needs to be calculated to the accelerations described in chapter 10 Design Criteria. Design accelerations: Longitudinal and Transverse: 9.81 m/s2 Vertical: 5.60 m/s2

The longitudinal and transverse acceleration are considered to be the same, to allow the ship being stowed transverse on the heavy-lift vessel. The lashings need to be calculated for following ship particulars: Ship weight 125.00 t LCG 11.49 m forward AP VCG 3.50 m above BL The sea fastening forces are thus: Longitudinal and Transverse: 1226.25 kN Vertical: 1926.25 kN / 700.0 kN

The worst scenario is considered to be when the vertical acceleration is not acting the same direction as the gravity. Simple calculation has been made to calculate the lashings.


The calculations are based on drawings in ref /2/. The lashings are considered to support the vessel from rolling off the cradle. Example: Transverse force acting towards Port side. The transverse lashing beam will add a vertical force at the ship starboard side and a horizontal force at the port side. Considering that the lashings beams should be able to keep the vessel in the cradles the forces in the lashings to the transport ship is calculated. Considering the aft lashings to distribute the load equally, the maximum load on 1 lashing part is 10.02 tons. Maximum load on forward lashing are calculated to be 12.4 t.

12.4.1 Bolted connection in transverse lashing beams The transverse lashing beams needs to be assembled by several pieces. The connections are considered bolted together by 6 pcs. M16 bolts of quality 8.8. Due to the design of the lashing beams the bolts will only experience tension. The bolts are considered to be loaded equal at all times. The stresses in the bolts are checked to be within the stress limits, considering a safety factor of 2.0. The stresses in the bolts are calculated below. Transverse force in lashing beam 80.7 kN Core area of M16 bolt 149.6 mm2 Max. permissible tension stress of bolt:

σ2

6402

320N/mm

Stresses in the bolts:

80.7 ∙ 10006 ∙ 149.6

89.9N/mm

The bolts are loaded to 28% of the permissible load. From above it is seen that the 6 pcs. M16 bolts, quality 8.8 is capable of transferring the forces in the lashing beam.


Appendix A

Drawings

A1 - 130210.0109.01 – GA A2 - 130210.1007.01 – Surrings Arr. A3 - 130210.0286.01 – Løftevugge agter A4 - 130210.0286.02 – Løftevugge For A5 - 130210.0286.04A - Løftevugger - Fjeder System

0 5 10 15 20 25

Løft af Skib

0 5 10 15 20 25

Bjælker ved Dæk

Fender fjernes

Pakning af 40' open top container

Løft af Skib

Typisk

Forreste Vugge

Basislinje

4940 ov. BL.

Basislinje

Agterste Vugge

Basislinje

Bjælke ved spant 8½Bjælke ved spant #3

Basislinje Basislinje

Bjælke ved spant #25½

Basislinje

Set mod for Set mod forSet mod for

1500 1000 9001200 1200 800

450

1000 1000

Knæ til låsning tværskibs

Boltet samling

Bjælke låses langskibs i klyds


Boltet samling

Bjælke låses langskibs i pullert

Knæ låses tværskibs mod skrog Knæ låses tværskibs mod skrog

Knæ låses tværskibs mod skrog


Boltet samling


Id.no.:

Sign: Scale:

Sheet: Date:

Aarhus

Balticagade 15 2 floor

Copenhagen

2100 Copenhagen Oe - DENMARK8000 Aarhus C - DENMARK

nd

Bryggervangen 55 1.tv

[email protected] www.osk-shiptech.com phone +45 4576 4210phone +45 8617 8099

Rev.

Check:

This Document is the property of OSK-ShipTech A/S and may not be altered

or passed on to third parties without written consent from OSK-ShipTech A/S

CAD - drawing - Not to be modified by hand !

All measurements in mm unless otherwise stated.

Approv. byRev. Init.Date Description of modifications Date

ISO:

HOLM Klassen - Løftevugger

General Arrangement

JWE CFA 1:100

1/1

11.06.2013

130210.0109.01 A

A 05.07.2013 JWE Generel opdateret grundet vægt CFA 05.07.2013

LÆNGDE O.A. 28.90 m

LÆNGDE MELLEM P.P. 26.15 m

BREDDE MLD. 6.40 m

SIDEHØJDE 3.54 / 4.94 m

Tyngdepunkt for beregning (Oplyst af FMT):

LCG: 11.49 m foran for AP

TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:

Langskibs: +/- 9.81 m/s2 1.0 g

Tværskibs: +/- 9.81 m/s2 1.0 g

Vertikalt: +/- 5.60 m/s2 0.6 g

Samme acceleration langskibs/tværskibs, for at vugger kan stilles tværskibs og langskibs på Heavy Lift skib.

0 5 10 15 20 25

Surring af Skib

0 5 10 15 20 25

Surring ved Dæk

Fender fjernes

Rør fjernes

Transport Skib

Kølklods

Stål/træ

365 1970 470 470 470 470 6970 4701030 1030 1030 1030 1030 1030 10301530

4

5

.

0

°

1275 6525

Surring til positionering

af løftevugger

Surring til positionering

af løftevugger

Kølklodser kiles mod skrog

Surring Forreste Vugge

Basislinje

Surring Agterste Vugge

Basislinje

Transport SkibTransport Skib

45.0°45.0°

Surring ved spant #3

Basislinje

Set mod for


Boltet samling

1200 1200

Transport Skib

m

in

.

2

8

.0

°


med trækiler (SB + BB).

Bjælke klodses op (CL, SB, BB).

Obs! Ingen lodret kontakt

mellem bjælke og klyds.



Surring ved spant 8½

Basislinje

Set mod for

1500 1000 900800

450

Transport Skib

m

in

.

2

8

.0

°


Boltet samling





mellem bjælke og klyds.



Basislinje

Surring ved spant #25½

Set mod for

1000 1000

Transport Skib

m

in

.

2

8

.0

°


Boltet samling

Bjælke låses langskibs i pullert




mellem bjælke og pullert.



Id.no.:

Sign: Scale:

Sheet: Date:

Aarhus


Copenhagen


nd



Rev.

Check:






ISO:


Surrings Arrangement

JWE CFA 1:100

1/1

21.06.2013

130210.1007.01 A

A 05.07.2013 JWE Generel opdateret grundet øget vægt CFA 05.07.2013

LÆNGDE O.A. 28.90 m

LÆNGDE MELLEM P.P. 26.15 m

BREDDE MLD. 6.40 m

SIDEHØJDE 3.54 / 4.94 m

Tyngdepunkt for beregning (Oplyst af FMT):


TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:





Volmunen træklodser:

Agterste vugge: 0,45 m3

Foreste vugge: 0,65 m3

Kølklodser: 2,0 m3

Bjælker Spt. 3, 8½, 25½: 0,1 m3

Reference tegninger:

130210.0109.01 General Arrangement

130210.0131.01 Løftevugger - Specifikation

130210.0286.02 Løftevugge - Agter

130210.0286.02 Løftevugge - For

130210.0286.03 Løftevugge - Træklodser

130210.0286.04 Løftevugger - Fjedersystem

130210.0286.11 Strength calculation - Lifting Cradles - HOLM-Kl

130210.0327.01 Løftevugger - Positionering af vugger

130210.1007.02 Surrings Arrangement - Bjælker & Kølbokse

Detalje 1

A-AC-C

D-DB-B

Detalje 1

AA

C

C

D

D

B

B

STYKLISTE

KommentarerRev.BeskrivelseStk.Pos.

Bundramme - Vandret11

Topramme - Skrå

22

Topramme - Lodret (bagbord)13

Topramme - Lodret (styrbord)14

Bjælke - Lodret45

Bjælke - Lodret46

Indskud - Lodret tværskibs37

Knæ - Tværskibs28

4 stk. bruges på Pos. 3 & 4 Knæ - Tværskibs4+49

Indskud - Lodret langskibs110

2 stk. bruges på Pos. 3 & 4 Stropstyr - Langsskibs3+211

Box - Vandret (til træklods)112

Box - Skrå (til træklods) - Styrbord113

Box - Skrå (til træklods) - Bagbord114

Drejeakse415

Låsebeslag til drejeakse416

Bolt - M16 x 45mm817

Bolt - M16 x 55mm4018

Skiver - M168819

Møtrik - M164020

Se tegning 130210.0286.04 Fjedersystem421

RUD - Type nr. VLBS-10 (10 tons WLL) D-Ring for surring til dæk422

Inventor CAD-drawing - not to be modified by hand !




OS

K-S

hip

Naval Architects & Marine Engineers

Aarhus

Balticagade 15 2nd floor

8000 Aarhus C - DENMARK

phone +45 8617 8099

Copenhagen

Fruebjergvej 3 - PO Box 26

2100 Copenhagen Oe - DENMARK

phone +45 4576 [email protected] www.osk-shiptech.com

Sign:

Sheet:

Id.no.:

Check: Scale:

Date:

Rev.:

Rev. Date Init.

Description of modifications Approv. by

Date

Tech A

/S


Løftevugge - Agter

Samlingstegning

JWE CFA 1:25

1/3

10.06.2013

130210.0286.01 A

A 05.07.2013 JWE General opdatering grundet øget vægt CFA 05.07.2013

ISO:

Set mod for

Set oppefra

BB SB

Set mod bagbord

1

2

13

8

12

6

7

5

34

6

7

5

211

11

15

16

M16 - Bolt (45mm), skive

4

0

°

12

85

200

13

60

,7

11

5 5

1150

18

50

10

11

15 15

1616

11

66

14

2

12

11

68

18

,4

7346,1

272,8 1217,5272,81609,71217,5

7100

450450

1609,7

30

8

21

21

Fuld gennembrænding




128

5

128

5

22

22

99

14

M16 Bolt (55mm), Skive, Møtrik

1314

11

Tyngdepunkt for beregning (Oplyst af FMT)


TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:





FMT - svejse og kvalitets specifikation:

Konstruktionen udføres i overensstemmelse med DS/EN 1090 - 2, udførelsesklasse EXC3.

Konstruktionen skal udføres af certificerede svejsere. Certificeringen skal dokumenteres før arbejdet iværksættes.

Der skal udarbejdes godkendte Welding Procedure Specifications (WPS) for alle svejsninger, før svejsning iværksættes.

Omfanget af procedureprøver skal aftales med svejseinspektør og procedureprøverne skal godkendes af samme, inden

noget svejsearbejde på nogen konstruktionsdel må iværksættes.

Svejsninger og svejseforberedelser (skærpning) skal godkendes af svejseinspektør, før svejsning iværksættes.

Svejseinspektør skal være godkendt efter gældende regler og standarder, således at vedkommende er kvalificeret til at

godkende arbejder efter DS/EN 1090-2.

Det anvendte stål skal svare til S355 J2 og skal enten være:

1. Stål med 3.2 certifikat.

2. Stål som er passende dokumenteret ved måling af flydespænding, brudforlængelse og slagsejhed.

Brudforlængelse skal være minimum 10 % og slagsejheden skal dokumenteres ved - 20 graders celcius. Se note *)

*) Note: Klassificeret plademateriale er relativt tilgængeligt på markedet, men profiler er ikke særlig tilgængelige.

Det vil ofte være nødvendigt at udføre særskilt prøvning.

Svejsegeometri:

Hvis ikke andet er anført på tegningerne gælder følgende:

Kantsømme: A-mål = 0.5 af mindste pladetykkelse.

K-sømme og X-sømme: fuldt gennembrændte.

Hvor svejsning udføres med fuld gennembrænding fuges og efterløbes.

Tvivlsspørgsmål afklares med svejseinspektør, så vidt muligt før arbejdet iværksættes.

Det færdige arbejde skal besigtiges af FMT før maling og sandblæsning.

Vægt

Stål vægt i alt: 5810 kg.








130210.1007.01 Løftevugger - Surringsarrangement

130210.1007.02 Løftevugger - Surringsarrangement - Bjælker & Kølbokse

B-B

A-A

STYKLISTE



Topramme - Skrå

22



Bjælke - Lodret45

Knæ - Tværskibs28






B

B

A

A





OS

K-S

hip


Aarhus



phone +45 8617 8099

Copenhagen




Sign:

Sheet:

Id.no.:

Check: Scale:

Date:

Rev.:

Rev. Date Init.


Date

Tech A

/S


Løftevugge - Agter

Samlingstegning - Delsamlinger

JWE CFA 1:25

2/3

10.06.2013

130210.0286.01 A


ISO:

Pos. 1

Pos. 2

Pos. 3

(Pos. 4 kontra)

Pos. 3B

(Pos. 4B kontra)

Pos. 5

Pos. 8

1:20

Pos. 9

1:20

Pos. 11

1:20

Pos. 12

1:20

Pos. 13

(Pos. 14 kontra)

Pos. 3D

(Pos. 4D ens)

450 200

1017,5

200

1409,7 545,6 1409,7

200

1017,5

200

7100

115

0

25

90

90

25

1A

1B

1C

1C

1C

1C

1D1D

Fuld gemmenbrænding




268,4

3064,4

1035

175,9

835

1483

2C

2D 2D

2E

2F

2F

11

50

Fuld Gennembrænding

2A

2B

11

3E

115

0

3F

11



3746,8

25

3

0

90

90

3C

3A

61

2,1

1250

2

2

°

3B

3B

7

9

°

1218,2

270

15

15


3B-4

3B-3

3B-1

3B-2


54

54

42



15

15

1480 270

95

152,6

84,9

5A 5B

5C

90 90

8A

8B

725,6

15

92,5

77,5

9A

9C

9B

9D

11A

941

11B

163 300 300

1150

10

12A

12B

12C

13A

13C

13C

13D

13H 13H

13E

95

472,5 477,5

105

10

7,5

720

30

0

10

7,5

567

,7

13B

13E

440,19 268,59 441,22

2224



50

3D

3D

750

135

15

3D-1

3D-2



TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:




















Svejsegeometri:







Vægt











9

3G3G

25

2289

13I

13G13G

13F

13F

62

8

44

9,8

51

0


440

270

44

0

STYKLISTE

KommentarerRev.MaterialeBeskrivelseStk.Pos.


HEB 200Tværskibs bjælke21A

HEB 200Langskibs bjælke21B

15.0 mmIndskud281C

20.0 mmØjeplade41D

Topramme - Skrå22

HEB 200Tværskibs bjælke1+12A

HEB 200Tværskibs bjælke1+12B

9.0 mmTværskibs indskud2+22C

15.0 mmLangskibs indskud2+22D

15.0 mmLangskibs indskud2+22E

15.0 mmIndskud6+62F


HEB 200Lodret bjælke13A

Lodret bjælke23B

HEB 200Lodret bjælke23B-1

20.0 mmEndeplade23B-2

40.0 mmDrejebeslag23B-3


HEB 200Lodret bjælke13C

Langsskibs indskud23D

15.0 mmLangsskibs indskud23D-1


10.0 mmLodret indskud23E

20.0 mmØjeplade23F

10.0 mmIndskud til Wire43G



Lodret bjælke24B

HEB 200Lodret bjælke24B-1

20.0 mmEndeplade24B-2



HEB 200Lodret bjælke14C

Langsskibs indskud24D




20.0 mmØjeplade24F

10.0 mmIndskud til Wire44G

Bjælke - Lodret45


20.0 mmEndeplade45B

40.0 mmDrejebeslag45C

HEB 200Bjælke - Lodret46

10.0 mmIndskud - Lodret tværskibs37

Knæ - Tværskibs28

10.0 mmKnæ - Tværskibs28A

15.0 mmLodret indskud48B


15.0 mmKnæ - Tværskibs4+49A

15.0 mmEndeplade4+49B

10.0 mmFlange4+49C

5.0 mm GummiEndeplade - Tryklag4+49D

15.0 mmIndskud - Lodret langskibs110


Ø 190 x 15.0Stropstyr - Rør511A

15.0 mmStropstyr - Ledeplade1511B


15.0 mmBox - Plade112A

50 x 10 FladjernBox - Profil212B

50 x 10 FladjernBox - Profil212C


10.0 mmBox - Bundplade113A

10.0 mmBox - Topplade113B

15.0 mmBox - Sideplader213C

10.0 mmBox - Indskud113D

15.0 mmBox - Indskud113E

50 x 10 FladjernBox - Profil213F

50 x 10 FladjernBox - Profil213G

50 x 10 FladjernBox - Profil213H

10.0 mmBox - Indskud113I




15.0 mmBox - Sideplader214C

10.0 mmBox - Indskud114D


50 x 10 FladjernBox - Profil214F

50 x 10 FladjernBox - Profil214G


10.0 mmBox - Indskud114I

Ø 100Drejeakse415

15.0 mmLåsebeslag til drejeakse416





OS

K-S

hip


Aarhus



phone +45 8617 8099

Copenhagen




Sign:

Sheet:

Id.no.:

Check: Scale:

Date:

Rev.:

Rev. Date Init.


Date

Tech A

/S


Løftevugge - Agter

Detaljer

JWE CFA 1:25

3/3

10.06.2013

130210.0286.01 A


ISO:

Pos. 1A Pos. 1BPos. 1C

1:10

Pos. 1D

1:10

Pos. 2A

(Pos. 2B - Kontra)

Pos. 2C

1:10

Pos. 2D Pos. 2E Pos. 2F

1:10

Pos. 3A

(Pos. 4A Kontra)

Pos. 3B-1

(Pos. 4B-1 Kontra)

Pos. 3C

(Pos. 4C Kontra)

Pos. 3B-2

(Pos. 4B-2 Ens)

1:20

Pos. 3B-3

(Pos. 4B-3 Ens)

1:20

Pos. 3B-4

(Pos. 4B-4 Ens)

1:20

Pos. 3E

(Pos. 4E Ens)

1:20

Pos. 5A Pos. 5B

1:20

Pos. 5C

1:20

Pos. 6 Pos. 7

600

x

400

Pos. 9A

1:10

Pos. 8B

1:10

Pos. 8A

1:20

Pos. 9B

1:20

Pos. 9C

1:20

Pos. 9D

1:20

Pos. 10

1:20

Pos. 11A

1:20

Pos. 11B

1:20

Pos. 12A

1:20

Pos. 12B

1:20

Pos. 12C

1:10

Pos. 13A

(Pos. 14A ens)

Pos. 13B

(Pos. 14B ens)

610

x

230

610

x

230

Pos. 13C

(Pos. 14C ens)

Pos. 13D

(Pos. 14D ens)

Pos. 13E

(Pos. 14E ens)

Pos. 13F

(Pos. 14F ens)

1:10

Pos. 13G

(Pos. 14G ens)

1:10

Pos. 13H

(Pos. 14H ens)

1:10

Pos. 15

1:10

Pos. 16

1:5

Det. 1 Det. 2 Det. 3 Det. 4 Det. 5 Det. 6 Det. 7

Pos. 3F

(Pos. 4F Ens)

1:20

Pos. 3D-1

(Pos. 4D-1 Ens)

Pos. 3D-2

(Pos. 4D-2 Ens)

Pos. 3G

(Pos. 4G ens)

1:10

Pos. 13I

(Pos. 14I ens)

7100 941

95,5 95,5

Det. 1Det. 1

95,5

17

0

R

1

8

200

10

0

3

4

R

5

7

Det. 2

Det. 3

Det. 4

16

0

243,5

R

2

5

7

4

,

2

°

1

0

5

,

8

°

47

,5

223,4

3065,5

Det. 5

79

,1

170,9

R

2

5

188,1

Det. 5

750

200

47

,5

Det. 1Det. 1

58,5

941

95,5 95,5

R

1

8

17

0

R

2

0

0

10

0

6

0

°

R

1

8

17

0

95,5

945

84,8

1522,8

7

9

°

Det. 6

Det. 7

7

9

°

1218,2

Det. 6

Det. 7

7

9

°

2717

84,8

3746,8

230

230

200

15

0

10

2

R

1

0

0

15

0

78

,2

10

2

R

10

0

75

200

30

M16

Det. 1

Det. 1

Det. 2Det. 2

Det. 6

Det. 7

910,8

Det. 1

1242,6 84,8

1480

230

230

Det. 2

R

1

0

0

10

2

15

0

200

7

4

°

865,7

1017,5

504

,8

508,8

15

137,2

300

R

3

0

90

,9

18

3,9

40,7

725,6

R

1

0

0

362,8

102

,4

43

6,7

R

1

0

0

25

2

5

95

407

230

20

0

230

20

0

444

55

60

3

0

°

17

0

941

R

2

5

90

31

7,5

120,5 120,5

941

19

0

120°

R

5

0

R

1

9

5

R

9

5

1150

37

6,3

1150

50

336,3

50

200

200

1235

11

50

47

,5

47,5

228 228 228 228 228

211

211

211

211

211

1155

102

0

155155

50

1150

500

1020

44

9,5

498

1020

30

0

92,5

710

50

50

300

50

442,5

25

17

147

55

70

100

4

5

°

127

38,5 38,5

30

4

0

°

R

3

6

1

8

4

0

°

5

5

°

4

0

°

4

0

°

3

5

°

2

0

°

3

0

°

2

0

°

Det. 1

Det. 1

3

0

°

3

0

°

300

25

100

3

4

R57

57

1

8

75

44

3

750

1020

15

4

5

°

Det. 2Det. 2




130210.0286.01 Løftevugge - Agter, side 1 & 2







8

4

,

1

°

211 211 211228 228 228 228 228

1

8

1

8

92,5

3

0

°

R

2

0

0

95,5

170

85

30

R

1

8

1

6

865

,7

115

2,9

R

5

0

61

8

1020

54

7

75

A-A

C-C

D-DB-B

Detalje 1

A

A

C

C

D

D

B

B

STYKLISTE



TopRamme - Skrå22



Bjælke - Lodret45

Bjælke - Lodret46

Indskud - Lodret tværskibs47

Knæ - Tværskibs28


Indskud - Lodret langskibs110



Box - Skrå (til træklods) - Styrbord

113


Drejeakse415

Låsebeslag til drejeakse416

Bolt - M16 x 45mm817

Bolt - M16 x 55mm4018

Bolt - M16 x 60mm1219

Skiver - M1611220

Møtrik - M165221

Se tegning 130210.0286.04 Fjedersystem422

RUD - Type nr. VLBS-10 (10 tons WLL) D-Ring for surring til dæk423

Detalje 1





OS

K-S

hip


Aarhus



phone +45 8617 8099

Copenhagen




Sign:

Sheet:

Id.no.:

Check: Scale:

Date:

Rev.:

Rev. Date Init.


Date

Tech A

/S


Løftevugge - For

Samlingstegning

JWE CFA 1:25

1/3

10.06.2013

130210.0286.02 A


ISO:

Set mod for

Set oppefra

BB SB

Set mod bagbord

1

8

12

6

7

5

6

5

11

11

4

0

°

10

75

,2

200

13

65

,2

11

5 5

1150

18

50

,1

10

11

15 15

1616

11

6 6

12

11

99

82

09

,3

257,8 1431,1257,81311,11431,1

6900

450450

1311,1

30

,0

1

8

22

22




2

15

16

M16 Bolt (45mm), skive

7296,2

7


128

5

128

5

23

23



TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:




















Svejsegeometri:







Vægt











2

2

3

4

1314

B-B

A-A

B-B

STYKLISTE



TopRamme - Skrå22



Bjælke - Lodret45

Knæ - Tværskibs28






B

B

A

A

B

B





OS

K-S

hip


Aarhus



phone +45 8617 8099

Copenhagen




Sign:

Sheet:

Id.no.:

Check: Scale:

Date:

Rev.:

Rev. Date Init.


Date

Tech A

/S


Løftevugge - For

Samlingstegning - Delsamlinger

JWE CFA 1:25

2/3

10.06.2013

130210.0286.02 A


ISO:

Pos. 1

Pos. 2

Pos. 3

(Pos. 4 kontra)

Pos. 3B

Pos. 3C kontra

(Pos. 4B kontra - Pos 4C ens)

Pos. 5 Pos. 8

1:20

Pos. 9

1:20

Pos. 11

1:20

Pos. 12

1:20

Pos. 3A

Pos. 4A kontra

Pos. 13

(Pos. 14 kontra)

Pos. 3D

(Pos. 4D ens)

450 200

1231,1

200

1111,1 515,6 1111,1

200

1231,1

200

6900

11

50

25

90

90

25

1A

1B

1C

1C

1C

1C

1D1D





629,6

2885,5

850

650

1147,5

2C

2D

2E

2F

2F

2A

2B

90

3B

270

15

15


3B-4

3B-33B-1

3B-2


54

54

42



15

1480 270

95

152,6

84,9

5A 5B

5C

90 90

8A

8B

693,4

15

92,5

77,5

9A

9C

9B

9D

11A

941

11B

163 300 300

1150

10

12A

12B

12C

537,1

2D


2034,384,9

8

4

,

5

°


11

115

0

11°

61

5,2

3

0

M16 Bolt (60mm), skive, møtrik

3A

3E

3F

3B&3C

3C


5

0

15

15

105

2526

10

5

15


3A-1

3A-2

3B-5

107

,5

835

107

,5

95

472,5 477,5

105

13H

13I

13H

13J

13H

13A

13C

13D

13E

13G

13F

9

3A-3 3A-3

25 3500

13K

13O

13B

13M

20

20

710

433

10

10

10

50

13F

13L13N



TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:




















Svejsegeometri:







Vægt











440

27

04

40

3D3D



3D-1

15

750

135

3D-2

STYKLISTE

KommentarerRev.MaterialeBeskrivelseStk.Pos.


HEB 200Tværskibs bjælke21A

HEB 200Langskibs bjælke21B

15.0 mmIndskud281C

20.0 mmØjeplade41D

TopRamme - Skrå

22

HEB 200Tværskibs bjælke1+12A

HEB 200Tværskibs bjælke1+12B

9.0 mmTværskibs indskud2+22C

15.0 mmLangskibs indskud2+22D

15.0 mmLangskibs indskud2+22E

15.0 mmIndskud6+62F


Lodret bjælke13A

HEB 200Lodret bjælke13A-1

15.0 mmSamlebeslag13A-2

10.0 mmIndskud til wire43A-3

Lodret bjælke1+13B+C

HEB 200Lodret bjælke1+13B+C-1

20.0 mmEndeplade1+13B+C-2

40.0 mmDrejebeslag1+13B+C-3


15.0 mmSamlebeslag1+13B+C-5

Langsskibs Indskud23D

15.0 mmLangsskibs Indskud13D-1




Lodret bjælke14A

HEB 200Lodret bjælke14A-1

15.0 mmSamlebeslag14A-2

10.0 mmIndskud til wire34A-3

Lodret bjælke1+14B+C

HEB 200Lodret bjælke1+14B+C-1

20.0 mmEndeplade1+14B+C-2



15.0 mmSamlebeslag1+14B+C-5

Langsskibs Indskud24D




Bjælke - Lodret45


20.0 mmEndeplade45B

40.0 mmDrejebeslag45C

HEB 200Bjælke - Lodret46

10.0 mmIndskud - Lodret tværskibs47

Knæ - Tværskibs28

10.0 mmKnæ - Tværskibs28A

15.0 mmLodret indskud48B


15.0 mmKnæ - Tværskibs4+49A

15.0 mmEndeplade4+49B

10.0 mmFlange4+49C

5.0 mm GummiEndeplade - Tryklag4+49D

15.0 mmIndskud - Lodret langskibs110


Ø 190 x 15.0Stropstyr - Rør511A

15.0 mmStropstyr - Ledeplade1511B


15.0 mmBox - Plade112A

50 x 10 FladjernBox - Profil212B

50 x 10 FladjernBox - Profil212C




15.0 mmBox - Sideplade113C

15.0 mmBox - Sideplade113D


10.0 mmBox - Indskud113F

15.0 mmBox - Indskud113G


50 x 10 FladjernBox - Profil113I

50 x 10 FladjernBox - Profil113J

50 x 10 FladjernBox - Profil113K

50 x 10 FladjernBox - Profil113L

50 x 10 FladjernBox - Profil113M

50 x 10 FladjernBox - Profil113N

50 x 10 FladjernBox - Profil113O




15.0 mmBox - Sideplade114C

15.0 mmBox - Sideplade114D


10.0 mmBox - Indskud114F

15.0 mmBox - Indskud114G


50 x 10 FladjernBox - Profil114I

50 x 10 FladjernBox - Profil114J

50 x 10 FladjernBox - Profil114K

50 x 10 FladjernBox - Profil114L

50 x 10 FladjernBox - Profil114M

50 x 10 FladjernBox - Profil114N

50 x 10 FladjernBox - Profil114O

Ø 100Drejeakse415

15.0 mmLåsebeslag til drejeakse416





OS

K-S

hip


Aarhus



phone +45 8617 8099

Copenhagen




Sign:

Sheet:

Id.no.:

Check: Scale:

Date:

Rev.:

Rev. Date Init.


Date

Tech A

/S


Løftevugge - For

Detaljer

JWE CFA 1:25

3/3

10.06.2013

130210.0286.02 A


ISO:

Pos. 1A Pos. 1BPos. 1C

1:10

Pos. 1D

1:10

Pos. 2A

(Pos. 2B - Kontra)

Pos. 2C

1:10

Pos. 2D Pos. 2E Pos. 2F

1:10

Pos. 3A-1

(Pos. 4A-1 Kontra)

Pos. 3B-1

Pos. 3C-1 Kontra

(Pos. 4B-1 kontra - Pos. 4C-1 ens)

Pos. 3B-2

(Pos. 4B-2 Ens)

1:20

Pos. 3B-3

(Pos. 4B-3 Ens)

1:20

Pos. 3B-4

(Pos. 4B-4 Ens)

1:20

Pos. 3E

(Pos. 4E Ens)

1:20

Pos. 5APos. 5B

1:20

Pos. 5C

1:20

Pos. 6Pos. 7

600

x

400

Pos. 9A

1:10

Pos. 8B

1:10

Pos. 8A

1:20

Pos. 9B

1:20

Pos. 9C

1:20

Pos. 9D

1:20

Pos. 10

1:20

Pos. 11A

1:20

Pos. 11B

1:20

Pos. 12A

1:20

Pos. 12B

1:20

Pos. 12C

1:10

Pos. 13A

(Pos. 14A ens)

Pos. 13B

(Pos. 14B kontra)

Pos. 13E

(Pos. 14E ens)

Pos. 13G

(Pos. 14G ens)

Pos. 13J

(Pos. 14J ens)

1:10

Pos. 13O

(Pos. 14O ens)

1:10

Pos. 13H

(Pos. 14H ens)

1:10

Pos. 15

1:10

Pos. 16

1:5

Det. 1 Det. 2 Det. 3 Det. 4 Det. 5 Det. 6 Det. 7

Pos. 3A-2

(Pos. 4A-2 ens)

Pos. 3B+C-5

(Pos. 4B+C-5 ens)

Pos. 3F

(Pos. 4F Ens)

Pos. 13C

(Pos. 14C kontra)

Pos. 13I

(Pos. 14I ens)

1:10

Pos. 13K

(Pos. 14K ens)

1:10

Pos. 13L

(Pos. 14L ens)

1:10

Pos. 13M

(Pos. 14M ens)

1:10

Pos. 13D

(Pos. 14D kontra)

Pos. 13F

(Pos. 14F ens)

Pos. 13N

(Pos. 14N ens)

1:10

Pos. 3A-3

(Pos. 4A-3 ens)

Pos. 3D-1

(Pos. 4D-1 Ens)

Pos. 3D-2

(Pos. 4D-2 Ens)

6900 941

95,5 95,5

Det. 1Det. 1

95,5

17

0

R

1

8

200

10

0

3

4

R

5

7

Det. 2

59

,7

160,1

R

2

5

180

Det. 5

750

200

47

,5

Det. 1Det. 1

58,5

941

95,5 95,5

R

1

8

17

0

R

2

0

0

10

0

6

0

°

R

1

8

17

0

95,5

230

23

0

200

150

1

0

2

R

1

0

0

15

0

78

,2

10

2

R

1

0

0

75

200

30

M16

Det. 1

Det. 2

Det. 2

630

75

Det. 1

1242,6 84,8

1480

230

230

Det. 2

R

1

0

0

10

2

150

200

7

9

°

927

1231,1

52

3,2

615,6

15

155,7

300

R

3

0

96,7

188

,6

23,1

693,4

346,7

66

697

,1

25

95

677,1

230

200

230

200

480

55

60

3

0

°

170

941

R

2

5

236

,5

44

2,7

120,5 120,5

941

1

90

120°

R

5

0

R

1

9

5

R

9

5

1150

36

0

1150

50

320

50

10

50

769

,7

84

8

92,5 92,5717,3

50

50

413

50

446,6

25

17

147

55

70

10

0

4

5

°

127

38,5 38,5

30

4

0

°

R

3

6

1

8

4

0

°

5

0

°

4

0

°

4

0

°

3

1

0

°

2

5

°

4

5

°

3

5

°

Det. 1Det. 1

1

0

0

,

8

°

Det. 4

Det. 3

215,6

R

2

5

160

Det. 5

546,5

47

,5

7

9

,

2

°

211 211 211

Det. 6

Det. 7

3732,2

8

4

,

5

°

2034,384,9

2526

Det. 6

Det. 7

8

4

,

5

°

230

41

0

57,5

45

45

160

16

0

115

115

160

16

0

45

45

57,5

41

0

230 300

57

10

0

25

3

4

R

5

7

Det. 2

R

5

0

2

5

R

1

0

0

R

1

0

0

3

0

°

3

0

°

271,7

1150

47,5

211 211 211 211 211

47,5

19

1

19

1

191

191

19

1

20

0

200

1

8

1150

95

2,1

35

3,1

25

0

R

2

0

0

43

1,4

270

50

407

50

324,7

50

226

50


130210.0109.01 General Arrangement, 130210.0131.01 Løftevugger - Specifikation

130210.0286.01 Løftevugge - Agter, 130210.0286.02 Løftevugge - For, side 1 & 2

130210.0286.03 Løftevugge - Træklodser, 130210.0286.04 Løftevugger - Fjedersystem

130210.0286.11 Strength calculation - Lifting Cradles - HOLM-Kl, 130210.1007.01 Løftevugger - Surringsarrangement


191 191 191 191 191

1165,7

8

5

,

8

°

73,1

99

7,4

15

6,2

155

,9

23

0,5

230

83,4

20

1,2

41

1,4

R

5

0

R

5

0

76

1,3

9

Det. 5

1150

52

8,1

33

7,3

Det. 5

835835

835

535,5

50

927

,2

51

0,6

17

0

95,5

R

1

8

85

1

6

92

9,8

116

4,2

Det. 2Det. 2

750

30

2,6

1020

4

5

°

15

75

8

1

,

6

°

8

1

,

6

°

8

1

,

6

°

Fjeder Data

Vugge d (mm) k (kg/mm) Forbelastet (kg) Normal last (kg) Max Udstrækning (kg)

For 14 13,2 1710 2263 3157

Agter 14 13,2 1710 2263 3157

45

0

d

13

03

20

17

22

78

42

Fri Længde Forbelastet Normal Belastet

24

02

10

Max Udstrækning

75

Vantskrue M24 -

Fyns Kran Udstyr

Varenr.: 260400-M24

M24 Møtrik m. skive

Låses i forbelastet

position

M10 Bolt

M24 Møtrik

med skive

Fuld

Gennembr.

(Se det. 2)

Kval. 8.8

4

2

4

0

°

Detalje 1

Skala 1:2

Detalje 2

Skala 1:2

4

0

°

Ø

8

0

Ø

1

8

12

80

12

60

30

Ø

1

1

0

Bundprop

Fuld

Gennembr.

(Se det. 1)

Fuld

Gennembr.

(Se det. 2)

Ø

1

1

Ø

8

8

.

9

(

D

I

N

2

4

4

0

)

Inspektions

sprække

Forspændings

markering

46

2

Ø

1

0

0

5

Ø

1

1

30

Cylinder

Præc. Rør DIN 2393 100/5,0 mm.

15

30

7

13

0

14

2

92

M24 Gevindstang

55

0

Ø

1

1

0

12

Top Plade

12

Stempelplade

Ø

8

8

Ø

2

6

Ø

2

6

Id.no.:

Sign: Scale:

Sheet: Date:

Aarhus


Copenhagen


nd



Rev.

Check:






ISO:


Fjeder System

JAK KAF 1:5

1/1

21.06.2013

130210.0286.04 A

A 05.07.2013 JAK Generel opdateret grundet øget vægt KAF 05.07.2013



TCG: 0.00 m fra CL

VCG: 3.50 m over BL

Vægt: 125 t

Accelerationer:







Konstruktionen skal udføres af certificerede svejsere. Certificeringen skal dokumenteres før arbejdet

iværksættes.

Der skal udarbejdes godkendte Welding Procedure Specifications (WPS) for alle svejsninger, før svejsning

iværksættes.

Omfanget af procedureprøver skal aftales med svejseinspektør og procedureprøverne skal godkendes af

samme, inden


Svejsninger og svejseforberedelser (skærpning) skal godkendes af svejseinspektør, før svejsning

iværksættes.

Svejseinspektør skal være godkendt efter gældende regler og standarder, således at vedkommende er

kvalificeret til at





Brudforlængelse skal være minimum 10 % og slagsejheden skal dokumenteres ved - 20 graders celcius.

Se note *)

*) Note: Klassificeret plademateriale er relativt tilgængeligt på markedet, men profiler er ikke særlig

tilgængelige.


Svejsegeometri:















130210.0327.01 Løftevugger - Positionering af vugger

130210.1007.01 Løftevugger - Surrings Arrangement

130210.1007.02 Løftevugger - Surrings Arrangement - Bjælker & Kølklodser


Appendix B

3D Model Results. Aft Cradle

www.osk-shiptech.comBryggervangen 55 - 1. TV., 2100 Copenhagen OE

OSK ShipTech A/S Consulting Naval Architects

STRUCTURESheet: 1Page: 1/14

RSTAB 7.04.2480 - Spatial Framed Structures www.dlubal.com

CONTENTS CONTENTS General Data 1 3.3 Cross sections - Internal Forces 7Structure 1 3.4 Nodes - Support Forces 8

1.1 Nodes 1 Graph. Deformations u, LC1: Self-weight 81.2 Materials 2 Graph. Members N, LC1: Self-weight 91.3 Cross-sections 2 STEEL 101.7 Members 2 CA1 - General stress analysis of 101.8 Nodal Supports 3 steel members 10Graph. Structure 3 1.1.1 General Data 10Graph. Structure 4 1.1.2 Details 10

Loads 5 1.2.1 Materials 10 Load Cases 5 1.3.1 Cross-Sections 10 LC 1 5 Results 11

Graph. LC1 5 2.1 Stresses by Cross-Section 11Graph. LC1 6 2.3 Stresses by Member 11

Results - Load Cases, Load Groups 7 Graph. STEEL - Members Sigma-eqv, CA1 143.0 Results - Summary 7

GENERAL DATA

COMPUTING METHOD

Structural Analysis Linear Static Analysis Design Second-Order Analysis (Non-linear, Timoshenko) Dynamic Analysis Large Deformation Analysis (Non-linear, Newton-Raphson)

Postcritical Analysis (Non-linear, Newton-Raphson)

Load Cases Design Cases Load Groups Dynamic Cases Load Combinations Buckling Curves

STRUCTURAL DATA PARAMETERS

1D Continuous Beam 38 Nodes 64 Elements 2D Construction Type 1 Materials 0 Cables 3D Construction Type 4 Sections 0 Tapered Elements Grid 1 Element Hinges 0 Elastic Foundations

0 Element Partitions 0 Sets of Elements

1.1 NODES NodeNo.

ReferenceNode

CoordinateSystem

Node coordinatesX [mm] Y [mm] Z [mm] Comment

1 - Cartesian 0 -949 47002 - Cartesian 475 0 03 - Cartesian -475 0 04 - Cartesian 475 2900 05 - Cartesian -475 2900 06 - Cartesian 0 949 47008 - Cartesian 475 0 5409 - Cartesian -475 0 540

10 - Cartesian 475 2900 142511 - Cartesian -475 2900 142512 - Cartesian 475 -2900 013 - Cartesian -475 -2900 016 - Cartesian 475 3350 017 - Cartesian -475 3350 018 - Cartesian 475 -2900 142519 - Cartesian -475 -2900 142520 - Cartesian 475 -3350 021 - Cartesian -475 -3350 024 - Cartesian 475 1890 111725 - Cartesian 475 -1890 111726 - Cartesian -475 1890 111727 - Cartesian -475 -1890 111728 - Cartesian -475 1890 029 - Cartesian 475 1890 030 - Cartesian -475 -1890 031 - Cartesian 475 -1890 032 - Cartesian -475 0 27033 - Cartesian 475 0 27044 - Cartesian -475 1706 171945 - Cartesian 475 1706 171946 - Cartesian -475 -1706 171947 - Cartesian 475 -1706 171949 - Cartesian 0 -1706 171950 - Cartesian 0 1706 171951 - Cartesian 0 0 54054 - Cartesian 0 2900 055 - Cartesian 0 -2900 056 - Cartesian 0 0 4700





1.2 MATERIALS Material

No.Material

DescriptionE-ModulusE [kN/cm2]

G-ModulusG [kN/cm2]

Sp. Weight [kN/m3]

Coeff. Thermal [1/°C]

Saf. FactorM [-]

1 Steel S 235 | DIN 18800:1990-11 21000.00 8100.00 78.50 1.2000E-05 1.100

1.3 CROSS-SECTIONS Section

No.Cross-sectionDescription

Mater.No.

IT [cm4]A [cm2]

Iy [cm4]Ay [cm2]

Iz [cm4]Az [cm2]

1 HE-B 200 1 59.50 5700.00 2000.0078.10 50.07 15.37

2 Pipe 190/15/K 1 6421.93 3180.13 3180.1382.47 41.08 41.08

3 Dummy Rigid 0.00

4 IS 600/200/10/20/0 1 119.28 81941.33 2671.33136.00 80.00 56.00

1.7 MEMBERS Member

No. MemberNode

Start EndRotation

Type [°] / PlaneCross-sectionStart End

Release No.Start End

Ecc.No.

Div.No.

LengthL [mm]

1 Beam 33 2 Angle 90.00 1 1 - - - - 270 Z2 Beam 4 10 Angle 90.00 1 1 - - - - 1425 Z3 Beam 4 16 Angle 0.00 1 1 - - - - 450 Y4 Beam 32 3 Angle 90.00 1 1 - - - - 270 Z5 Beam 26 11 Angle 0.00 1 1 - - - - 1056 YZ6 Beam 24 10 Angle 0.00 1 1 - - - - 1056 YZ7 Beam 26 44 Angle 180.00 4 4 - - - - 630 YZ8 Beam 8 33 Angle 90.00 1 1 - - - - 270 Z9 Beam 2 29 Angle 0.00 1 1 - - - - 1890 Y

10 Beam 24 45 Angle 180.00 4 4 - - - - 630 YZ11 Beam 18 12 Angle 270.00 1 1 - - - - 1425 Z12 Beam 20 12 Angle 0.00 1 1 - - - - 450 Y13 Beam 19 27 Angle 0.00 1 1 - - - - 1056 YZ14 Beam 18 25 Angle 0.00 1 1 - - - - 1056 YZ15 Beam 29 4 Angle 0.00 1 1 - - - - 1010 Y16 Beam 46 27 Angle 180.00 4 4 - - - - 630 YZ17 Beam 5 11 Angle 90.00 1 1 - - - - 1425 Z18 Beam 5 17 Angle 0.00 1 1 - - - - 450 Y19 Beam 31 2 Angle 0.00 1 1 - - - - 1890 Y20 Beam 47 25 Angle 180.00 4 4 - - - - 630 YZ21 Beam 12 31 Angle 0.00 1 1 - - - - 1010 Y22 Beam 19 13 Angle 270.00 1 1 - - - - 1425 Z23 Beam 9 32 Angle 90.00 1 1 - - - - 270 Z24 Beam 3 28 Angle 0.00 1 1 - - - - 1890 Y25 Beam 21 13 Angle 0.00 1 1 - - - - 450 Y26 Beam 30 3 Angle 0.00 1 1 - - - - 1890 Y27 Beam 49 46 Node 25 / x-y 3 3 - - - - 475 X28 Beam 50 45 Node 24 / x-y 3 3 - - - - 475 X29 Compression 56 51 Angle 90.00 3 3 - - - - 4160 Z30 Beam 28 5 Angle 0.00 1 1 - - - - 1010 Y31 Beam 13 30 Angle 0.00 1 1 - - - - 1010 Y32 Beam 51 8 Angle 90.00 4 4 - - - - 475 X33 Beam 4 54 Angle 0.00 1 1 - - - - 475 X34 Beam 13 55 Angle 0.00 1 1 - - - - 475 X35 Beam 8 24 Angle 0.00 1 1 - - - - 1976 YZ36 Beam 25 8 Angle 0.00 1 1 - - - - 1976 YZ37 Beam 9 26 Angle 0.00 1 1 - - - - 1976 YZ38 Beam 27 9 Angle 0.00 1 1 - - - - 1976 YZ39 Compression 1 49 Angle 90.00 3 3 - - - - 3075 YZ40 Beam 26 28 Angle 90.00 1 1 - - - - 1117 Z41 Beam 24 29 Angle 90.00 1 1 - - - - 1117 Z42 Beam 30 27 Angle 270.00 1 1 - - - - 1117 Z43 Beam 31 25 Angle 270.00 1 1 - - - - 1117 Z44 Compression 6 50 Angle 90.00 3 3 - - - - 3075 YZ45 Beam 54 5 Angle 0.00 1 1 - - - - 475 X46 Beam 1 56 Angle 0.00 3 3 - - - - 949 Y47 Beam 55 12 Angle 0.00 1 1 - - - - 475 X48 Beam 32 33 Angle 0.00 2 2 - - - - 950 X49 Beam 56 6 Angle 0.00 3 3 - - - - 949 Y65 Beam 11 10 Angle 50.20 2 2 - - - - 950 X66 Beam 44 50 Node 24 / x-y 3 3 - - - - 475 X67 Beam 9 51 Angle 90.00 4 4 - - - - 475 X68 Beam 18 19 Angle 50.20 2 2 - - - - 950 X69 Beam 47 49 Node 25 / x-y 3 3 - - - - 475 X70 Beam 24 4 Angle 90.00 3 3 - - - - 1506 YZ71 Beam 26 5 Angle 90.00 3 3 - - - - 1506 YZ72 Beam 25 12 Angle 90.00 3 3 - - - - 1506 YZ73 Beam 27 13 Angle 90.00 3 3 - - - - 1506 YZ74 Beam 49 51 Angle 0.00 3 3 - - - - 2074 YZ75 Beam 51 50 Angle 0.00 3 3 - - - - 2074 YZ76 Beam 19 30 Angle 0.00 3 3 - - - - 1747 YZ77 Beam 31 18 Angle 0.00 3 3 - - - - 1747 YZ78 Beam 29 10 Angle 0.00 3 3 - - - - 1747 YZ79 Beam 28 11 Angle 0.00 3 3 - - - - 1747 YZ





1.8 NODAL SUPPORTS Support

No. Nodes No.Rotation [°]

Sequen. about X about Y about ZSupport Conditions

uX' uY' uZ' X' Y' Z'

3 56 XYZ 0.00 0.00 0.004 54,55 XYZ 0.00 0.00 0.00

Y

Z

X

Isometric

STRUCTURE



G R A P H I C SSheet: 1Page: 4/14


Y

Z

X

Isometric

STRUCTURE



LOADSSheet: 1Page: 5/14


LOAD CASES LCNo. LC Description LC Factor Property of load case Self-weight

Method ofAnalysis

1 1.0000 Variable - Linear

2.2 MEMBER LOADS LC1LC1

No. Reference toOn members No.On sets of m. No.

LoadType

LoadDistribution

LoadDirection

ReferenceLength

Load ParametersSymbol Value Unit

2 Members 48 Force 2 x P Z True Length P1 154.39 kNP2 154.39 kNA 33.330 %B 33.330 %

7 Members 65,68 Force 2 x P z True Length P1 -218.8 kNP2 -218.8 kNA 33.330 %B 33.330 %

218.800 218.800

Y

154.400 154.400

Z

X

218.800 218.800

IsometricLC1

LC1





X

218.800

218.800

154.400

Y

Z

218.800

154.400

218.800

In X-directionLC1

1000.00 [mm]

LC1



R E S U L T SSheet: 1Page: 7/14


3.0 RESULTS - SUMMARY Description Value Unit Comment

LC1 Sum of Loads in X 0.00 kN Sum of Support Reactions in X 0.00 kN Sum of Loads in Y 0.00 kN Sum of Support Reactions in Y 0.00 kN Sum of Loads in Z 869.02 kN Sum of Support Reactions in Z 869.02 kN Deviation 0.00% Max Displacement in X 0.2 mm Member No. 31, x: 707 mm Max Displacement in Y 0.6 mm Member No. 68, x: 475 mm Max Displacement in Z 0.6 mm Member No. 48, x: 475 mm Max Vectorial Displacement 0.8 mm Member No. 68, x: 475 mm Max rotation about X 0.3 mrad Member No. 5, x: 581 mm Max Rotation about Y 0.9 mrad Member No. 48, x: 808 mm Max Rotation about Z 1.1 mrad Member No. 68, x: 808 mm Method of Analysis Linear Linear Static Analysis Number of Iterations 1Summary Number of 1D Finite Elements (member elements) 64 Number of FE nodes 38 Number of Equations 228 Matrix Solver Method Direct Max Number of Iterations 100 Number of Load Increments 1 Divisions of members for member results 10 Divisions of cable, foundation or tapered members 10 Activate shear rigidity (A-y, A-z) of members No Activate Failed Members Yes

3.3 CROSS SECTIONS - INTERNAL FORCES Member

No. LC/LGNodeNo.

Locationx [mm]

Shear Forces [kN]N Vy Vz

Moments [kNm]MT My Mz

Section No. 1: HE-B 20017 LC1 MAX N 0 138.34 8.42 -4.94 -0.03 4.28 4.3914 LC1 MIN N 0 -189.28 -10.59 14.03 -0.04 -6.38 -8.1731 LC1 MAX Vy 0 56.57 21.85 -10.37 -0.03 4.16 7.5330 LC1 MIN Vy 0 56.57 -21.85 10.37 0.03 -6.31 -14.5414 LC1 MAX Vz 0 -189.28 -10.59 14.03 -0.04 -6.38 -8.175 LC1 MIN Vz 0 -189.28 -10.59 -14.03 -0.04 8.43 -3.02

40 LC1 MAX MT 0 -41.99 10.28 -8.82 0.04 3.95 3.6942 LC1 MIN MT 0 -41.98 -10.28 8.82 -0.04 -5.89 -7.8024 LC1 MAX My 1890 87.34 -6.09 8.80 0.00 9.64 7.5124 LC1 MIN My 0 87.34 -6.09 8.80 0.00 -6.99 -4.008 LC1 MAX Mz 270 -136.79 -18.47 0.00 0.00 0.00 20.53

23 LC1 MIN Mz 270 -136.82 18.47 0.00 0.00 0.00 -20.53Section No. 2: Pipe 190/15/K

65 LC1 MAX N 0 3.31 0.00 -218.82 0.00 32.12 -0.4448 LC1 MIN N 0 -6.29 0.00 -154.42 0.00 23.81 0.0048 LC1 MAX Vy 0 -6.29 0.00 -154.42 0.00 23.81 0.0065 LC1 MIN Vy 0 3.31 0.00 -218.82 0.00 32.12 -0.4468 LC1 MAX Vz 633 3.31 0.00 218.78 0.00 -37.17 -0.4465 LC1 MIN Vz 0 3.31 0.00 -218.82 0.00 32.12 -0.4448 LC1 MAX MT 0 -6.29 0.00 -154.42 0.00 23.81 0.0068 LC1 MIN MT 0 3.31 0.00 -218.82 0.00 32.12 -0.4468 LC1 MAX My 950 3.31 0.00 218.78 0.00 32.12 -0.4465 LC1 MIN My 633 3.31 0.00 -0.02 0.00 -37.17 -0.4448 LC1 MAX Mz 950 -6.29 0.00 154.38 0.00 23.81 0.0065 LC1 MIN Mz 0 3.31 0.00 -218.82 0.00 32.12 -0.44

Section No. 3: Dummy Rigid77 LC1 MAX N 0 48.24 5.48 -7.28 -22.54 21.84 6.3929 LC1 MIN N 0 -369.57 0.00 0.00 0.00 0.00 0.0069 LC1 MAX Vy 0 9.35 223.14 149.35 14.84 0.01 -2.4828 LC1 MIN Vy 0 9.36 -223.13 -149.33 -14.84 70.94 -108.4874 LC1 MAX Vz 0 -238.79 0.01 274.38 0.01 -29.68 0.0275 LC1 MIN Vz 0 -238.79 0.01 -274.38 0.00 539.41 0.0176 LC1 MAX MT 0 48.23 -5.48 7.28 22.54 9.13 -3.1979 LC1 MIN MT 0 48.24 5.48 -7.28 -22.54 21.84 6.3974 LC1 MAX My 2074 -238.79 0.01 274.38 0.01 539.41 0.0175 LC1 MIN My 2074 -238.79 0.01 -274.38 0.00 -29.68 0.0077 LC1 MAX Mz 0 48.24 5.48 -7.28 -22.54 21.84 6.3969 LC1 MIN Mz 475 9.35 223.14 149.35 14.84 70.95 -108.48

Section No. 4: IS 600/200/10/20/067 LC1 MAX N 0 19.75 94.87 0.00 0.00 0.00 16.2220 LC1 MIN N 0 -223.14 9.35 -149.35 -0.01 14.84 2.4867 LC1 MAX Vy 0 19.75 94.87 0.00 0.00 0.00 16.2232 LC1 MIN Vy 0 19.75 -94.85 0.00 0.00 0.00 -28.847 LC1 MAX Vz 0 -223.13 9.35 149.33 -0.01 -79.24 3.41

20 LC1 MIN Vz 0 -223.14 9.35 -149.35 -0.01 14.84 2.4816 LC1 MAX MT 0 -223.12 -9.36 -149.31 0.01 14.83 -2.497 LC1 MIN MT 0 -223.13 9.35 149.33 -0.01 -79.24 3.41

20 LC1 MAX My 0 -223.14 9.35 -149.35 -0.01 14.84 2.4820 LC1 MIN My 630 -223.14 9.35 -149.35 -0.01 -79.25 -3.4167 LC1 MAX Mz 0 19.75 94.87 0.00 0.00 0.00 16.2267 LC1 MIN Mz 475 19.75 94.87 0.00 0.00 0.00 -28.84





3.4 NODES - SUPPORT FORCES NodeNo. LC/LG

Support forces [kN]PX' PY' PZ'

Support moments [kNm]MX' MY' MZ'

54 LC1 -0.01 0.00 0.00 0.02 0.01 0.0055 LC1 0.01 0.00 0.00 -0.02 0.00 0.0056 LC1 0.00 0.00 869.02 0.00 0.00 0.00

Suppo LC1 0.00 0.00 869.02 Loads 0.00 0.00 869.02

Y

Z

X

0.8

IsometricLC1u


DEFORMATIONS U, LC1: SELF-WEIGHT





-19.40

56.57

138.3148.24

-151.53

-189.28

56.57

-41.9948.23

-151.55

-189.25

-41.98

87.34

9.36

-51.55

-223.13

87.34Y

-238.79

17.59

-257.67

-136.8219.75

Z

X

19.75

17.59

-136.79

87.34

-63.46

-238.79

-369.57

87.35

-51.53

-41.98

-223.12

-63.46

56.57

9.36

-257.67

-151.54 -41.99

-223.14

48.23

9.35

-189.25

56.57

-151.55

-19.40

48.24

-19.39

3.31

IsometricLC1N

Max N: 138.34, Min N: -369.57 [kN]

MEMBERS N, LC1: SELF-WEIGHT



STEELSheet: 1Page: 10/14


1.1.1 GENERAL DATA STEELCA1General stress analysis ofsteel members

Members to design: AllLoad cases to design: LC1

1.1.2 DETAILS Allow local plastification:Calculate normal stresses with Alpha-pl:

FACTORS FOR SIGMA-EQVSigma 1.00Tau 3.00

Simplified consideration of eccentric loading:

1.2.1 MATERIALS MatNo

MaterialDescription

Partial FactorM [-]

Yield Strengthfyk [N/mm2]

Limit Stresses [N/mm2]Manually limit x limit limit eqv

1 Steel S 235* 1.50 235.0 156.7 90.5 156.7

1.3.1 CROSS-SECTIONS SecNo

MatNo

Cross-Section Description It [cm4]A [cm2]

Iy [cm4]Alphapl,y

Iz [cm4]Alphapl,z Comment

1 1 HE-B 200 59.50 5700.00 2000.0078.10 1.126 1.529

2 1 Pipe 190/15/K 6421.93 3180.13 3180.1382.47 1.376 1.376

3 0 Dummy Rigid 0.00 0.00 0.000.00 1.00 1.00

The section will not be designed because the characteristic stresses are invalid!4 1 IS 600/200/10/20/0 119.28 81941.30 2671.33

136.00 1.136 1.55





2.1 STRESSES BY CROSS-SECTION STEELCA1General stress analysis ofsteel members

SecNo

MemberNo

Loc x[mm]

S-PointNo

LoadCase

Stress Type

Stress [N/mm2]existing Limit

StressRatio

1 HE-B 200 23 270 1 LC1 Sigma Total -120.2 156.7 0.77 5 0 13 LC1 Tau Total -9.3 90.5 0.10 23 270 6 LC1 Sigma-eqv 120.2 156.7 0.77 2 Pipe 190/15/K 65 633 28 LC1 Sigma Total 111.5 156.7 0.71 68 0 1 LC1 Tau Total -52.2 90.5 0.58 65 633 28 LC1 Sigma-eqv 111.5 156.7 0.71 4 IS 600/200/10/20/0 67 475 10 LC1 Sigma Total 109.4 156.7 0.70 20 0 13 LC1 Tau Total -28.4 90.5 0.31 67 475 10 LC1 Sigma-eqv 109.4 156.7 0.70

2.3 STRESSES BY MEMBER Member

NoLoc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio

1 Cross-section No. 1 - HE-B 200 0 10 LC1 Sigma Total 18.7 156.7 0.12 0 3 LC1 Tau Total -3.1 90.5 0.03 0 10 LC1 Sigma-eqv 18.7 156.7 0.12 2 Cross-section No. 1 - HE-B 200 1425 1 LC1 Sigma Total 60.6 156.7 0.39 0 3 LC1 Tau Total -3.6 90.5 0.04 1425 1 LC1 Sigma-eqv 60.6 156.7 0.39 3 Cross-section No. 1 - HE-B 200 0 1 LC1 Sigma Total 0.0 156.7 0.00 0 13 LC1 Tau Total 0.0 90.5 0.00 0 1 LC1 Sigma-eqv 0.0 156.7 0.00 4 Cross-section No. 1 - HE-B 200 0 6 LC1 Sigma Total 18.7 156.7 0.12 0 3 LC1 Tau Total 3.1 90.5 0.03 0 6 LC1 Sigma-eqv 18.7 156.7 0.12 5 Cross-section No. 1 - HE-B 200 1056 10 LC1 Sigma Total -76.3 156.7 0.49 0 13 LC1 Tau Total -9.3 90.5 0.10 1056 10 LC1 Sigma-eqv 76.3 156.7 0.49 6 Cross-section No. 1 - HE-B 200 1056 6 LC1 Sigma Total -76.2 156.7 0.49 0 13 LC1 Tau Total -9.3 90.5 0.10 1056 6 LC1 Sigma-eqv 76.3 156.7 0.49 7 Cross-section No. 4 - IS 600/200/10/20/0 0 10 LC1 Sigma Total -58.2 156.7 0.37 0 13 LC1 Tau Total 28.4 90.5 0.31 0 10 LC1 Sigma-eqv 58.2 156.7 0.37 8 Cross-section No. 1 - HE-B 200 270 5 LC1 Sigma Total -120.1 156.7 0.77 0 3 LC1 Tau Total -4.6 90.5 0.05 270 10 LC1 Sigma-eqv 120.1 156.7 0.77 9 Cross-section No. 1 - HE-B 200 1890 10 LC1 Sigma Total 65.6 156.7 0.42 0 13 LC1 Tau Total 5.5 90.5 0.06 1890 10 LC1 Sigma-eqv 65.6 156.7 0.42

10 Cross-section No. 4 - IS 600/200/10/20/0 0 6 LC1 Sigma Total -58.2 156.7 0.37 0 13 LC1 Tau Total 28.4 90.5 0.31 0 6 LC1 Sigma-eqv 58.2 156.7 0.37

11 Cross-section No. 1 - HE-B 200 0 1 LC1 Sigma Total 60.6 156.7 0.39 0 3 LC1 Tau Total 3.6 90.5 0.04 0 1 LC1 Sigma-eqv 60.6 156.7 0.39


13 Cross-section No. 1 - HE-B 200 0 10 LC1 Sigma Total -76.3 156.7 0.49 0 13 LC1 Tau Total 9.3 90.5 0.10 0 10 LC1 Sigma-eqv 76.3 156.7 0.49







NoLoc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio


16 Cross-section No. 4 - IS 600/200/10/20/0 630 10 LC1 Sigma Total -58.2 156.7 0.37 0 13 LC1 Tau Total -28.4 90.5 0.31 630 10 LC1 Sigma-eqv 58.2 156.7 0.37

17 Cross-section No. 1 - HE-B 200 1425 5 LC1 Sigma Total 60.6 156.7 0.39 0 8 LC1 Tau Total -3.6 90.5 0.04 1425 5 LC1 Sigma-eqv 60.6 156.7 0.39



20 Cross-section No. 4 - IS 600/200/10/20/0 630 6 LC1 Sigma Total -58.2 156.7 0.37 0 13 LC1 Tau Total -28.4 90.5 0.31 630 6 LC1 Sigma-eqv 58.2 156.7 0.37









32 Cross-section No. 4 - IS 600/200/10/20/0 0 10 LC1 Sigma Total 109.4 156.7 0.70 0 3 LC1 Tau Total -17.7 90.5 0.20 0 10 LC1 Sigma-eqv 109.4 156.7 0.70

33 Cross-section No. 1 - HE-B 200 475 6 LC1 Sigma Total -8.0 156.7 0.05 0 3 LC1 Tau Total -0.3 90.5 0.00 475 6 LC1 Sigma-eqv 8.0 156.7 0.05



36 Cross-section No. 1 - HE-B 200 1976 10 LC1 Sigma Total -21.7 156.7 0.14






NoLoc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio

0 13 LC1 Tau Total -4.1 90.5 0.04 1976 10 LC1 Sigma-eqv 21.7 156.7 0.14









48 Cross-section No. 2 - Pipe 190/15/K 633 10 LC1 Sigma Total -75.7 156.7 0.48 0 1 LC1 Tau Total -36.9 90.5 0.41 633 10 LC1 Sigma-eqv 75.7 156.7 0.48

65 Cross-section No. 2 - Pipe 190/15/K 633 28 LC1 Sigma Total 111.5 156.7 0.71 0 19 LC1 Tau Total 52.2 90.5 0.58 633 28 LC1 Sigma-eqv 111.5 156.7 0.71

67 Cross-section No. 4 - IS 600/200/10/20/0 475 10 LC1 Sigma Total 109.4 156.7 0.70 0 8 LC1 Tau Total -17.7 90.5 0.20 475 10 LC1 Sigma-eqv 109.4 156.7 0.70

68 Cross-section No. 2 - Pipe 190/15/K 633 28 LC1 Sigma Total 111.5 156.7 0.71 0 1 LC1 Tau Total -52.2 90.5 0.58 633 28 LC1 Sigma-eqv 111.5 156.7 0.71





0.30

0.62

0.33

0.71

0.39

0.15

0.49

0.30

0.62

0.05

0.33

0.17

0.39

0.15

0.49

0.25

0.58

0.42

0.37

0.17

0.35

0.20

0.35

0.250.12

0.58

0.33

0.42

0.37

0.35

0.20

0.77

0.07

0.61

0.14

0.70

0.77

0.07

Y

0.46

0.61

0.12

0.04

0.14

0.48

Z

0.14

0.46

0.12

X

0.14

0.07

0.42

0.35

0.42

0.17

0.35

0.33

0.37

0.33

0.35

0.25

0.17

0.05

0.35

0.33

0.37

0.30

0.25

0.49

0.05

0.15

0.62

0.30

0.39

0.490.71 0.62

0.39




0.77

0.00

Max : 0.77Min : 0.00

STEEL - MEMBERS SIGMA-EQV, CA1


Appendix C

3D Model Results. Fore Cradle





CONTENTS CONTENTS General Data 1 3.3 Cross sections - Internal Forces 7Structure 1 3.4 Nodes - Support Forces 8

1.1 Nodes 1 Graph. Deformations u, LC1 81.2 Materials 2 Graph. Members N, LC1 91.3 Cross-sections 2 STEEL 101.7 Members 2 CA1 - General stress analysis of 101.8 Nodal Supports 3 steel members 10Graph. Structure 3 1.1.1 General Data 10Graph. Structure 4 1.1.2 Details 10

Loads 5 1.2.1 Materials 10 Load Cases 5 1.3.1 Cross-Sections 10 LC 1 5 Results 11

Graph. LC1 5 2.1 Stresses by Cross-Section 11Graph. LC1 6 2.3 Stresses by Member 11

Results - Load Cases, Load Groups 7 Graph. STEEL - Members Sigma-eqv, CA1 143.0 Results - Summary 7

GENERAL DATA

COMPUTING METHOD

Structural Analysis Linear Static Analysis Design Second-Order Analysis (Non-linear, Timoshenko) Dynamic Analysis Large Deformation Analysis (Non-linear, Newton-Raphson)

Postcritical Analysis (Non-linear, Newton-Raphson)

Load Cases Design Cases Load Groups Dynamic Cases Load Combinations Buckling Curves

STRUCTURAL DATA PARAMETERS

1D Continuous Beam 41 Nodes 73 Elements 2D Construction Type 2 Materials 0 Cables 3D Construction Type 4 Sections 0 Tapered Elements Grid 1 Element Hinges 0 Elastic Foundations

0 Element Partitions 0 Sets of Elements

1.1 NODES NodeNo.

ReferenceNode

CoordinateSystem

Node coordinatesX [mm] Y [mm] Z [mm] Comment

1 - Cartesian 475.0 0.0 387.52 - Cartesian 475.0 0.0 0.03 - Cartesian -475.0 0.0 0.04 - Cartesian 475.0 2235.5 651.55 - Cartesian -475.0 2235.5 651.56 - Cartesian 475.0 -2900.0 0.07 - Cartesian -475.0 -2900.0 0.08 - Cartesian 475.0 0.0 775.09 - Cartesian -475.0 0.0 775.0

10 - Cartesian 475.0 -2235.5 651.511 - Cartesian 475.0 2900.0 0.012 - Cartesian -475.0 0.0 387.513 - Cartesian 0.0 -2900.0 0.014 - Cartesian 475.0 -3350.0 0.015 - Cartesian -475.0 -3350.0 0.016 - Cartesian -475.0 2900.0 0.017 - Cartesian -475.0 -2235.5 651.518 - Cartesian 0.0 2900.0 0.019 - Cartesian 475.0 -1700.0 1176.620 - Cartesian -475.0 -1700.0 1176.622 - Cartesian 475.0 -2900.0 1460.023 - Cartesian -475.0 -2900.0 1460.026 - Cartesian 475.0 3350.0 0.027 - Cartesian -475.0 3350.0 0.028 - Cartesian 475.0 1700.0 1176.629 - Cartesian -475.0 1700.0 1176.630 - Cartesian 475.0 2900.0 1460.031 - Cartesian -475.0 2900.0 1460.042 - Cartesian -475.0 -1700.0 0.043 - Cartesian 0.0 0.0 4700.044 - Cartesian 475.0 -1700.0 0.045 - Cartesian -475.0 1700.0 0.046 - Cartesian 475.0 1700.0 0.050 - Cartesian 475.0 -1600.0 1910.051 - Cartesian 0.0 0.0 4100.052 - Cartesian 475.0 1600.0 1910.053 - Cartesian 0.0 0.0 775.055 - Cartesian -475.0 -1600.0 1910.056 - Cartesian 0.0 -1600.0 1910.058 - Cartesian -475.0 1600.0 1910.059 - Cartesian 0.0 1600.0 1910.0





1.2 MATERIALS Material

No.Material

DescriptionE-ModulusE [kN/cm2]

G-ModulusG [kN/cm2]

Sp. Weight [kN/m3]

Coeff. Thermal [1/°C]

Saf. FactorM [-]

1 Steel S 235 | DIN 18800:1990-11 21000.00 8100.00 78.50 1.2000E-05 1.1002 Steel S 235 | DIN 18800:1990-11 21000.00 8100.00 78.50 1.2000E-05 1.100

1.3 CROSS-SECTIONS Section

No.Cross-sectionDescription

Mater.No.

IT [cm4]A [cm2]

Iy [cm4]Ay [cm2]

Iz [cm4]Az [cm2]

1 HE-B 200 2 59.50 5700.00 2000.0078.10 50.07 15.37

2 Pipe 190/15/K 2 6421.93 3180.13 3180.1382.47 41.08 41.08

3 Dummy Rigid 0.00

5 IS 600/200/10/20/0 1 119.28 81941.33 2671.33136.00 80.00 56.00

1.7 MEMBERS Member

No. MemberNode

Start EndRotation



Ecc.No.

Div.No.

LengthL [mm]

1 Beam 14 6 Angle 0.00 1 1 - - - - 450.0 Y2 Beam 11 26 Angle 0.00 1 1 - - - - 450.0 Y3 Beam 4 46 Angle 90.00 3 3 - - - - 843.3 YZ4 Beam 22 6 Angle 90.00 1 1 - - - - 1460.0 Z5 Beam 11 30 Angle 90.00 1 1 - - - - 1460.0 Z6 Beam 1 2 Angle 90.00 1 1 - - - - 387.5 Z7 Beam 4 11 Angle 90.00 3 3 - - - - 930.6 YZ8 Beam 8 1 Angle 90.00 1 1 - - - - 387.5 Z9 Beam 3 12 Angle 90.00 1 1 - - - - 387.5 Z

10 Beam 5 45 Angle 90.00 3 3 - - - - 843.3 YZ11 Beam 5 16 Angle 90.00 3 3 - - - - 930.6 YZ12 Beam 53 8 Angle 90.00 5 5 - - - - 475.0 X13 Beam 10 22 Angle 90.00 3 3 - - - - 1046.5 YZ14 Beam 10 19 Angle 90.00 3 3 - - - - 749.9 YZ15 Beam 17 23 Angle 90.00 3 3 - - - - 1046.5 YZ16 Beam 15 7 Angle 0.00 1 1 - - - - 450.0 Y17 Beam 16 27 Angle 0.00 1 1 - - - - 450.0 Y18 Beam 17 20 Angle 90.00 3 3 - - - - 749.9 YZ24 Beam 23 7 Angle 90.00 1 1 - - - - 1460.0 Z25 Beam 12 9 Angle 90.00 1 1 - - - - 387.5 Z26 Beam 7 42 Angle 0.00 1 1 - - - - 1200.0 Y27 Beam 6 44 Angle 0.00 1 1 - - - - 1200.0 Y28 Beam 16 31 Angle 90.00 1 1 - - - - 1460.0 Z29 Beam 45 16 Angle 0.00 1 1 - - - - 1200.0 Y30 Beam 46 11 Angle 0.00 1 1 - - - - 1200.0 Y31 Beam 7 13 Angle 0.00 1 1 - - - - 475.0 X32 Beam 18 16 Angle 0.00 1 1 - - - - 475.0 X34 Beam 13 6 Angle 0.00 1 1 - - - - 475.0 X35 Beam 11 18 Angle 0.00 1 1 - - - - 475.0 X36 Beam 22 19 Angle 0.00 1 1 - - - - 1233.0 YZ37 Beam 28 30 Angle 0.00 1 1 - - - - 1233.0 YZ38 Beam 23 20 Angle 0.00 1 1 - - - - 1233.0 YZ39 Beam 29 31 Angle 0.00 1 1 - - - - 1233.0 YZ42 Beam 42 20 Angle 90.00 1 1 - - - - 1176.6 Z43 Beam 44 19 Angle 90.00 1 1 - - - - 1176.6 Z44 Beam 42 3 Angle 0.00 1 1 - - - - 1700.0 Y45 Beam 44 2 Angle 0.00 1 1 - - - - 1700.0 Y46 Beam 19 8 Angle 0.00 1 1 - - - - 1746.8 YZ47 Beam 20 9 Angle 0.00 1 1 - - - - 1746.8 YZ48 Beam 56 50 Node 20 / x-y 3 3 - - - - 475.0 X49 Beam 50 19 Angle 180.00 5 5 - - - - 740.2 YZ50 Beam 55 20 Angle 180.00 5 5 - - - - 740.2 YZ51 Beam 29 45 Angle 90.00 1 1 - - - - 1176.6 Z52 Beam 28 46 Angle 90.00 1 1 - - - - 1176.6 Z53 Beam 3 45 Angle 0.00 1 1 - - - - 1700.0 Y54 Beam 2 46 Angle 0.00 1 1 - - - - 1700.0 Y55 Beam 8 28 Angle 0.00 1 1 - - - - 1746.8 YZ56 Beam 9 29 Angle 0.00 1 1 - - - - 1746.8 YZ57 Beam 52 59 Node 29 / x-y 3 3 - - - - 475.0 X58 Beam 28 52 Angle 180.00 5 5 - - - - 740.2 YZ59 Beam 29 58 Angle 180.00 5 5 - - - - 740.2 YZ66 Beam 22 23 Angle 50.20 2 2 - - - - 950.0 X68 Beam 30 31 Angle -50.20 2 2 - - - - 950.0 X70 Beam 53 9 Angle 90.00 5 5 - - - - 475.0 X73 Beam 43 51 Angle 0.00 3 3 - - - - 600.0 Z74 Compression 51 56 Angle 0.00 3 3 - - - - 2712.2 YZ75 Compression 51 53 Angle 0.00 3 3 - - - - 3325.0 Z76 Beam 12 1 Angle 0.00 2 2 - - - - 950.0 X77 Beam 56 53 Angle 0.00 3 3 - - - - 1961.7 YZ78 Compression 59 51 Angle 0.00 3 3 - - - - 2712.2 YZ79 Beam 55 56 Node 20 / x-y 3 3 - - - - 475.0 X80 Beam 19 20 Angle 0.00 1 1 - - - - 950.0 X81 Beam 53 59 Angle 0.00 3 3 - - - - 1961.7 YZ82 Beam 59 58 Node 29 / x-y 3 3 - - - - 475.0 X83 Beam 29 28 Angle 0.00 1 1 - - - - 950.0 X84 Beam 30 4 Angle 90.00 3 3 - - - - 1046.5 YZ





1.7 MEMBERS Member

No. MemberNode

Start EndRotation



Ecc.No.

Div.No.

LengthL [mm]

85 Beam 28 4 Angle 90.00 3 3 - - - - 749.9 YZ86 Beam 31 5 Angle 90.00 3 3 - - - - 1046.5 YZ87 Beam 29 5 Angle 90.00 3 3 - - - - 749.9 YZ88 Beam 44 10 Angle 90.00 3 3 - - - - 843.3 YZ89 Beam 6 10 Angle 90.00 3 3 - - - - 930.6 YZ90 Beam 42 17 Angle 90.00 3 3 - - - - 843.3 YZ91 Beam 7 17 Angle 90.00 3 3 - - - - 930.6 YZ

1.8 NODAL SUPPORTS Support

No. Nodes No.Rotation [°]

Sequen. about X about Y about ZSupport Conditions

uX' uY' uZ' X' Y' Z'

1 43 XYZ 0.00 0.00 0.002 13,18 XYZ 0.00 0.00 0.00

Y

Z

X

Isometric

STRUCTURE





Y

Z

X

Isometric

STRUCTURE



LOADSSheet: 1Page: 5/14


LOAD CASES LCNo. LC Description LC Factor Property of load case Self-weight

Method ofAnalysis

1 1.0000 Variable - Linear

2.2 MEMBER LOADS LC1LC1

No. Reference toOn members No.On sets of m. No.

LoadType

LoadDistribution

LoadDirection

ReferenceLength

Load ParametersSymbol Value Unit

11 Members 66,68 Force 2 x P z True Length P1 -172.7 kNP2 -172.7 kNA 33.330 %B 33.330 %

13 Members 76 Force 2 x P Z True Length P1 106.44 kNP2 106.44 kNA 33.330 %B 33.330 %

172.750 172.750

Y

106.450 106.450

Z

X

172.750 172.750

IsometricLC1

LC1





X

172.750

172.750

106.450

Y

Z

172.750

172.750

106.450

In X-directionLC1

1000.00 [mm]

LC1





3.0 RESULTS - SUMMARY Description Value Unit Comment

LC1 Sum of Loads in X 0.00 kN Sum of Support Reactions in X 0.00 kN Sum of Loads in Y 0.00 kN Sum of Support Reactions in Y 0.00 kN Sum of Loads in Z 655.22 kN Sum of Support Reactions in Z 655.22 kN Deviation 0.00% Max Displacement in X -0.2 mm Member No. 6, x: 387.5 mm Max Displacement in Y -0.2 mm Member No. 68, x: 475.0 mm Max Displacement in Z 0.5 mm Member No. 76, x: 475.0 mm Max Vectorial Displacement 0.5 mm Member No. 76, x: 475.0 mm Max rotation about X -0.2 mrad Member No. 53, x: 765.0 mm Max Rotation about Y 0.7 mrad Member No. 76, x: 807.5 mm Max Rotation about Z -0.4 mrad Member No. 66, x: 190.0 mm Method of Analysis Linear Linear Static Analysis Number of Iterations 1Summary Number of 1D Finite Elements (member elements) 73 Number of FE nodes 41 Number of Equations 246 Matrix Solver Method Direct Max Number of Iterations 100 Number of Load Increments 1 Divisions of members for member results 10 Divisions of cable, foundation or tapered members 10 Activate shear rigidity (A-y, A-z) of members No Activate Failed Members Yes

3.3 CROSS SECTIONS - INTERNAL FORCES Member

No. LC/LGNodeNo.

Locationx [mm]

Shear Forces [kN]N Vy Vz

Moments [kNm]MT My Mz

Section No. 1: HE-B 20045 LC1 MAX N 0.0 73.93 -2.05 -7.16 0.01 6.59 -1.7525 LC1 MIN N 0.0 -92.15 11.83 0.00 0.00 0.00 13.1625 LC1 MAX Vy 0.0 -92.15 11.83 0.00 0.00 0.00 13.168 LC1 MIN Vy 0.0 -92.13 -11.83 0.00 0.00 0.00 8.57

53 LC1 MAX Vz 0.0 73.93 -2.04 7.16 0.01 -5.58 -1.7344 LC1 MIN Vz 0.0 73.93 2.04 -7.16 -0.01 6.59 1.7545 LC1 MAX MT 0.0 73.93 -2.05 -7.16 0.01 6.59 -1.7554 LC1 MIN MT 0.0 73.93 2.05 7.16 -0.01 -5.58 1.7344 LC1 MAX My 0.0 73.93 2.04 -7.16 -0.01 6.59 1.7544 LC1 MIN My 1700.0 73.93 2.04 -7.16 -0.01 -5.58 -1.7325 LC1 MAX Mz 0.0 -92.15 11.83 0.00 0.00 0.00 13.1645 LC1 MIN Mz 0.0 73.93 -2.05 -7.16 0.01 6.59 -1.75

Section No. 2: Pipe 190/15/K66 LC1 MAX N 0.0 0.11 0.00 -172.77 0.00 36.38 0.0076 LC1 MIN N 0.0 -7.74 0.00 -106.46 0.00 14.77 0.0068 LC1 MAX Vy 0.0 0.11 0.00 -172.77 0.00 36.38 0.0066 LC1 MIN Vy 0.0 0.11 0.00 -172.77 0.00 36.38 0.0066 LC1 MAX Vz 633.3 0.11 0.00 172.73 0.00 -18.33 0.0066 LC1 MIN Vz 0.0 0.11 0.00 -172.77 0.00 36.38 0.0068 LC1 MAX MT 0.0 0.11 0.00 -172.77 0.00 36.38 0.0066 LC1 MIN MT 0.0 0.11 0.00 -172.77 0.00 36.38 0.0066 LC1 MAX My 0.0 0.11 0.00 -172.77 0.00 36.38 0.0076 LC1 MIN My 633.3 -7.74 0.00 -0.01 0.00 -18.94 0.0068 LC1 MAX Mz 0.0 0.11 0.00 -172.77 0.00 36.38 0.0066 LC1 MIN Mz 0.0 0.11 0.00 -172.77 0.00 36.38 0.00

Section No. 3: Dummy Rigid3 LC1 MAX N 0.0 41.42 -61.65 -2.05 1.34 2.85 -58.58

73 LC1 MIN N 0.0 -655.22 0.00 0.00 0.00 0.00 0.0084 LC1 MAX Vy 0.0 1.17 172.75 0.11 36.38 -0.24 0.0013 LC1 MIN Vy 0.0 1.17 -172.75 -0.11 -36.38 -0.13 -180.7877 LC1 MAX Vz 0.0 -113.67 0.00 164.40 0.01 -75.37 0.0181 LC1 MIN Vz 0.0 -113.67 0.00 -164.40 -0.01 247.13 0.0148 LC1 MAX MT 0.0 1.12 -154.65 146.88 37.69 -69.77 -73.8457 LC1 MIN MT 0.0 1.12 154.65 -146.88 -37.69 0.00 -0.3877 LC1 MAX My 1961.7 -113.67 0.00 164.40 0.01 247.13 0.0177 LC1 MIN My 0.0 -113.67 0.00 164.40 0.01 -75.37 0.0189 LC1 MAX Mz 930.6 0.00 -0.01 21.36 0.05 19.98 0.0113 LC1 MIN Mz 0.0 1.17 -172.75 -0.11 -36.38 -0.13 -180.78

Section No. 5: IS 600/200/10/20/012 LC1 MAX N 0.0 13.68 -60.83 0.00 0.00 0.00 -19.8249 LC1 MIN N 0.0 -154.65 1.12 -146.88 0.00 37.69 0.3859 LC1 MAX Vy 0.0 -154.64 1.13 146.84 0.00 -71.01 0.4570 LC1 MIN Vy 0.0 13.67 -60.84 0.00 0.00 0.00 -19.8258 LC1 MAX Vz 0.0 -154.65 -1.12 146.88 0.00 -71.03 -0.4549 LC1 MIN Vz 0.0 -154.65 1.12 -146.88 0.00 37.69 0.3849 LC1 MAX MT 0.0 -154.65 1.12 -146.88 0.00 37.69 0.3858 LC1 MIN MT 0.0 -154.65 -1.12 146.88 0.00 -71.03 -0.4549 LC1 MAX My 0.0 -154.65 1.12 -146.88 0.00 37.69 0.3849 LC1 MIN My 740.2 -154.65 1.12 -146.88 0.00 -71.03 -0.4570 LC1 MAX Mz 475.0 13.67 -60.84 0.00 0.00 0.00 9.0870 LC1 MIN Mz 0.0 13.67 -60.84 0.00 0.00 0.00 -19.82





3.4 NODES - SUPPORT FORCES NodeNo. LC/LG

Support forces [kN]PX' PY' PZ'

Support moments [kNm]MX' MY' MZ'

13 LC1 0.00 0.00 0.00 -0.01 -0.01 0.0018 LC1 0.00 0.00 0.00 0.01 -0.01 0.0043 LC1 0.00 0.00 655.22 0.00 0.00 0.00

Suppo LC1 0.00 0.00 655.22 Loads 0.00 0.00 655.22

Y

Z

0.5

X

IsometricLC1u


DEFORMATIONS U, LC1





Y

-245.76

Z

X

-258.33

-245.76

IsometricLC1N

Max N: -245.76, Min N: -258.33 [kN]

MEMBERS N, LC1





1.1.1 GENERAL DATA STEELCA1General stress analysis ofsteel members

Members to design: AllLoad cases to design: LC1

1.1.2 DETAILS Allow local plastification:Calculate normal stresses with Alpha-pl:

FACTORS FOR SIGMA-EQVSigma 1.00Tau 3.00

Simplified consideration of eccentric loading:

1.2.1 MATERIALS MatNo

MaterialDescription

Partial FactorM [-]

Yield Strengthfyk [N/mm2]

Limit Stresses [N/mm2]Manually limit x limit limit eqv

1 Steel S 235* 1.50 235.0 156.7 90.5 156.72 Steel S 235* 1.50 235.0 156.7 90.5 156.7

1.3.1 CROSS-SECTIONS SecNo

MatNo

Cross-Section Description It [cm4]A [cm2]

Iy [cm4]Alphapl,y

Iz [cm4]Alphapl,z Comment

1 2 HE-B 200 59.50 5700.00 2000.0078.10 1.126 1.529

2 2 Pipe 190/15/K 6421.93 3180.13 3180.1382.47 1.376 1.376

3 0 Dummy Rigid 0.00 0.00 0.000.00 1.00 1.00

The section will not be designed because the characteristic stresses are invalid!5 1 IS 600/200/10/20/0 119.28 81941.30 2671.33

136.00 1.136 1.55





2.1 STRESSES BY CROSS-SECTION STEELCA1General stress analysis ofsteel members

SecNo

MemberNo

Loc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio

1 HE-B 200 25 0.0 5 LC1 Sigma Total -77.6 156.7 0.50 44 0.0 13 LC1 Tau Total -4.7 90.5 0.05 25 0.0 10 LC1 Sigma-eqv 77.6 156.7 0.50 2 Pipe 190/15/K 66 0.0 10 LC1 Sigma Total 108.7 156.7 0.69 68 0.0 19 LC1 Tau Total 41.2 90.5 0.46 66 0.0 10 LC1 Sigma-eqv 108.7 156.7 0.69 5 IS 600/200/10/20/0 70 0.0 10 LC1 Sigma Total 75.2 156.7 0.48 49 0.0 13 LC1 Tau Total -27.8 90.5 0.31 70 0.0 10 LC1 Sigma-eqv 75.2 156.7 0.48


NoLoc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio

1 Cross-section No. 1 - HE-B 200 450.0 6 LC1 Sigma Total 0.0 156.7 0.00 0.0 13 LC1 Tau Total 0.0 90.5 0.00 450.0 12 LC1 Sigma-eqv 0.0 156.7 0.00 2 Cross-section No. 1 - HE-B 200 0.0 6 LC1 Sigma Total 0.0 156.7 0.00 0.0 13 LC1 Tau Total 0.0 90.5 0.00 0.0 6 LC1 Sigma-eqv 0.0 156.7 0.00 4 Cross-section No. 1 - HE-B 200 0.0 5 LC1 Sigma Total 0.0 156.7 0.00 0.0 13 LC1 Tau Total 0.0 90.5 0.00 0.0 5 LC1 Sigma-eqv 0.0 156.7 0.00 5 Cross-section No. 1 - HE-B 200 1460.0 6 LC1 Sigma Total 0.0 156.7 0.00 0.0 13 LC1 Tau Total 0.0 90.5 0.00 1460.0 6 LC1 Sigma-eqv 0.0 156.7 0.00 6 Cross-section No. 1 - HE-B 200 0.0 10 LC1 Sigma Total 9.9 156.7 0.06 0.0 8 LC1 Tau Total 1.0 90.5 0.01 0.0 10 LC1 Sigma-eqv 9.9 156.7 0.06 8 Cross-section No. 1 - HE-B 200 387.5 5 LC1 Sigma Total -77.6 156.7 0.50 0.0 8 LC1 Tau Total 3.0 90.5 0.03 387.5 10 LC1 Sigma-eqv 77.6 156.7 0.50 9 Cross-section No. 1 - HE-B 200 387.5 10 LC1 Sigma Total 9.9 156.7 0.06 0.0 3 LC1 Tau Total 1.0 90.5 0.01 387.5 10 LC1 Sigma-eqv 9.9 156.7 0.06

12 Cross-section No. 5 - IS 600/200/10/20/0 0.0 10 LC1 Sigma Total 75.2 156.7 0.48 0.0 8 LC1 Tau Total 11.4 90.5 0.13 0.0 10 LC1 Sigma-eqv 75.2 156.7 0.48

16 Cross-section No. 1 - HE-B 200 450.0 1 LC1 Sigma Total 0.0 156.7 0.00 0.0 13 LC1 Tau Total 0.0 90.5 0.00 450.0 11 LC1 Sigma-eqv 0.0 156.7 0.00



25 Cross-section No. 1 - HE-B 200 0.0 5 LC1 Sigma Total -77.6 156.7 0.50 0.0 3 LC1 Tau Total 3.0 90.5 0.03 0.0 10 LC1 Sigma-eqv 77.6 156.7 0.50








NoLoc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio




31 Cross-section No. 1 - HE-B 200 475.0 10 LC1 Sigma Total -3.2 156.7 0.02 0.0 3 LC1 Tau Total -0.2 90.5 0.00 475.0 10 LC1 Sigma-eqv 3.2 156.7 0.02










44 Cross-section No. 1 - HE-B 200 0.0 6 LC1 Sigma Total 29.8 156.7 0.19 0.0 13 LC1 Tau Total -4.7 90.5 0.05 0.0 6 LC1 Sigma-eqv 29.8 156.7 0.19

45 Cross-section No. 1 - HE-B 200 0.0 10 LC1 Sigma Total 29.8 156.7 0.19 0.0 13 LC1 Tau Total -4.7 90.5 0.05 0.0 10 LC1 Sigma-eqv 29.8 156.7 0.19



49 Cross-section No. 5 - IS 600/200/10/20/0 740.2 6 LC1 Sigma Total -39.1 156.7 0.25 0.0 13 LC1 Tau Total -27.8 90.5 0.31 740.2 12 LC1 Sigma-eqv 50.8 156.7 0.32

50 Cross-section No. 5 - IS 600/200/10/20/0 740.2 10 LC1 Sigma Total -39.1 156.7 0.25






NoLoc x[mm]

S-PointNo

LoadCase

Stress Type


StressRatio

0.0 13 LC1 Tau Total -27.8 90.5 0.31 740.2 12 LC1 Sigma-eqv 50.8 156.7 0.32







58 Cross-section No. 5 - IS 600/200/10/20/0 0.0 6 LC1 Sigma Total -39.1 156.7 0.25 0.0 13 LC1 Tau Total 27.8 90.5 0.31 0.0 12 LC1 Sigma-eqv 50.8 156.7 0.32

59 Cross-section No. 5 - IS 600/200/10/20/0 0.0 10 LC1 Sigma Total -39.1 156.7 0.25 0.0 13 LC1 Tau Total 27.8 90.5 0.31 0.0 12 LC1 Sigma-eqv 50.8 156.7 0.32

66 Cross-section No. 2 - Pipe 190/15/K 0.0 10 LC1 Sigma Total 108.7 156.7 0.69 0.0 19 LC1 Tau Total 41.2 90.5 0.46 0.0 10 LC1 Sigma-eqv 108.7 156.7 0.69

68 Cross-section No. 2 - Pipe 190/15/K 0.0 10 LC1 Sigma Total 108.7 156.7 0.69 0.0 19 LC1 Tau Total 41.2 90.5 0.46 0.0 10 LC1 Sigma-eqv 108.7 156.7 0.69

70 Cross-section No. 5 - IS 600/200/10/20/0 0.0 10 LC1 Sigma Total 75.2 156.7 0.48 0.0 8 LC1 Tau Total 11.4 90.5 0.13 0.0 10 LC1 Sigma-eqv 75.2 156.7 0.48

76 Cross-section No. 2 - Pipe 190/15/K 633.3 10 LC1 Sigma Total -57.5 156.7 0.37 0.0 19 LC1 Tau Total 25.4 90.5 0.28 633.3 10 LC1 Sigma-eqv 57.5 156.7 0.37







0.690.69

0.35

0.02 0.02

0.19

0.32

0.32

0.32

0.120.02

0.19

0.32

0.32

0.120.02

0.08

0.50

0.35

Y

0.48

0.08

0.18

0.50

0.29

0.06

0.35

0.37

Z

0.18

0.29X

0.08

0.12

0.08

0.48

0.19

0.120.02

0.19

0.32

0.12

0.32

0.02

0.32

0.32

0.02

0.35

0.690.69




0.69

0.00

Max : 0.69Min : 0.00

STEEL - MEMBERS SIGMA-EQV, CA1


Appendix D

PVC core material Data Sheet

Data Sheet AA / Issue 10/03 / Replaces Issue 11/02

AIREX® C70UNIVERSALLY STRUCTURAL FOAM

Description A unique closed cell, cross-linked polymer foam that combines high stiffnessand strength to weight ratios with superior toughness. It is non-friable, containsno CFC’s, has negligible water absorption, and provides an excellent resis-tance to chemicals. A fine cell structure offers an excellent bonding surfacethat is compatible with most resins and manufacturing processes. It is ideallysuited as a core material for a wide variety of light-weight sandwich structuressubjected to both static and dynamic loads in service.

Applications • MarineHulls, decks, bulkheads, superstructures, interiors

• Road and RailRoof panels, interiors, floors, doors, partition walls, side skirts

• Wind EnergyRotor blades, nacelles, turbine generator housings

• Air General aviation (sport aircraft) parts, galley carts

• RecreationSurfboards, snowboards, wakeboards

• Industrial Tooling, tanks, ductwork, containers, covers

Characteristics • high strength and stiffness to weight ratios• good impact strength (highest elongation in class)• low resin absorption• high fatigue resistance• good fire performance (self-extinguishing)• sound and thermal insulation• non biodegradable• good styrene resistance

Processing • contact molding (hand/spray)• resin injection (RTM)• adhesive bonding• pre-preg processing• vacuum infusion

Data Sheet AA/ Issue 10/03 / Replaces Issue 11/02

Alcan Airex AG Alcan Baltek CorporationCH-5643 Sins, Switzerland 10 Fairway Court, P.O. Box 195Tel: +41 41 789 66 00 Northvale, NJ 07647, USAFax: +41 41 789 66 60 Tel: +1 201 767 14 00www.alcanairex.com Fax: +1 201 387 66 31

www.baltek.com

Typical properties AIREX® C70 C70.40 C70.48 C70.55 C70.75 C70.90 C70.130 C70.200

Apparent nominal density ISO 845kg/m³lb/ft3

402.5

483.0

603.7

805.0

1006.2

1308.1

20012.5

Compressive strengthperpendicular to the plane

ISO 844N/mm²psi

0.4565

0.6087

0.90130

1.3190

1.9275

2.6380

4.8700

Compressive modulusperpendicular to the plane

DIN 53421N/mm²psi

344930

446’400

588410

8312000

11016000

15522500

26037700

Tensile strength in the plane DIN 53455N/mm²psi

0.70100

1.0145

1.3190

2.0290

2.7390

3.8550

6.2900

Tensile modulus in the plane DIN 53457N/mm²psi

284060

405’800

456530

639140

8111800

11516700

18026100

Shear strength ISO 1922N/mm²psi

0.4565

0.5580

0.80120

1.2175

1.6230

2.3330

3.5510

Shear modulus ASTM C393N/mm²psi

131900

152’200

223190

304350

385510

507250

7510900

Shear elongation at break ISO 1922 % 8 10 16 23 27 30 30

Thermal conductivityat room temperature

ISO 8301W/m.KBTU.in/ft2.hr.°F

0.0310.21

0.0310.21

0.0310.21

0.0330.23

0.0350.24

0.0390.27

0.0480.33

Plain sheet width mm ± 10in

1330 53.36

1270 50

1150 45.27

1020 / 108040.16 / 42.5

950 37.4

850 33.5

750 29.5

lengthmm ± 10in

2850 **112.2

2730 **107.48

2450 ** 96.5

2180 / 150085.8 / 59

205080.7

190074.8

160063

thicknessmm ± 0.5in

5 to 800.2 to 3.15

5 to 700.2 to 2.76

5 to 700.2 to 2.76

3* to 700.118 to 2.76

3* to 600.118 to 2.36

5 to 500.2 to 1.97

5 to 400.2 to 1.57

Block thicknessmm ± 2in

84 3.31

80 3.15

78 3.07

72 2.83

68 2.68

58 2.28

48 1.89

Scrim widthmm ± 5in

690 27.16

660 25.98

600 23.62

480 18.89

510 20.07

on request on request

lengthmm ± 5in

1200 47.24

1200 47.24

1140 44.88

1068 42.52

930 36.61

thicknessmm ± 0.5in

5 to 303.57 to 1.18

5 to 253.54 to 0.98

5 to 253.54 to 0.98

5 to 253.54 to 0.98

5 to 253.54 to 0.98

Color light green olive yellow Green red light green brownOther dimensions, configurations, and closer tolerances upon request * Tolerance for 3mm: + 0.8mm / - 0.2mm ** Half size plane sheets for thickness ≤ 8mm (0.315”)

The data provided gives approximate values for the nominal density. Due to density variations these values can be lower than indicated above. Minimum values to calculate sandwich constructions can beprovided upon request. The information contained herein is believed to be correct and to correspond to the latest state of scientific and technical knowledge. However, no warranty is made, either expressed or implied, regarding itsaccuracy or the results to be obtained from the use of such information. No statement is intended or should be construed as a recommendation to infringe any existing patent.

130210.0286.11a strength calculation - lifting cradles

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