Метка: primary structure

Maksym Starykov, Frank Van Hoorn²

¹ PhD, Mechanical Engineer, Palfinger Marine, Bergen, Norway

²MSc, Naval Architect, Argonautics Marine Engineering, Inc, Windsor, USA

Corresponding author: Maksym, Starykov, starikovmax@yahoo.com

Submitted 06.05.2016; accepted date (use style Received dates, or Alt + Ctrl + R)

Abstract. For the last decades, fully erected container cranes have been delivered to a customer site by ships. On one hand, using this method of transportation is very attractive due to its cost and time savings. But on the other hand, being exposed to cycling loads from the ship motions during the sea voyage, the crane structure accumulates fatigue damage. Using the accumulated fatigue damage parameter, the crane transportation could be associated with the amount of the working cycles the crane could have worked out during its normal operating at the customer site. In the presenting paper the research for the real case of a new crane voyage from China to Ukraine has been done.

Keywords: crane sea transportation, fatigue damage accumulation, ship motion accelerations, finite element analysis, container crane, ship-to-shore crane, STS crane.

Introduction. In general practice of lifting cranes they could be delivered from the manufacturer factory to a customer site in two different ways:

• By means of railway. In this case the crane is erected on the factory, passes all the tests, then is dismantled back into major parts which are loaded onto platforms and delivered to a customer site(J.Verschoof, 2002). Main disadvantages of this method are the necessity of time and costs for the crane additional erecting, disassembling; the final erecting on the customer site takes time and quite a space, and in the case of a container terminal the terminal owner experiences certain inconvenience.
• By means of sea transportation. In this case the fully erected and temporarily reinforced crane is loaded on a ship of special type, secured by lashings and some additional supports (in some cases it could be partly dismantled) and transported by sea. This method has been being used to deliver the relatively large crane to the customer site for the last 20 years. The main obvious merits are time and cost savings, the possibility to use the machine in short time after its delivery (Martin C, 2004),(Van Hoorn, Design Criteria for Self-Propelled Heavy-Lift Transports – And How Theory Theory Correlates with Reality, 1991), (Capitan, 1989).

1. Statement of research problems and the technique for their decision.
The main disadvantage of the crane delivery by means of sea transportation could be understood after a closer look at the cyclic loads, which act on the carried crane from the ship motions along the whole voyage. The loads could have quite significant magnitude and amount of cycles, which leads to fatigue damage accumulation (Murakami, 2012) in the crane elements and joints. In the other words it means that after a new crane is delivered by sea to the customer site it is not a new anymore, but has a condition which is equivalent to being in operation for some time.

Of course, each transportation case is individual and the following cases are possible:

• The stress level in the crane structure could be lower than the one that creates fatigue damage. Then no fatigue damage accumulates and the crane condition at the customer side after the voyage is the same as it was at delivery from the factory.
• Transportation routes could be short enough and the crane would not be undergoing significant amounts of load cycles. In this case, the accumulated fatigue damage during the voyage could be very small and neglected.

The main goal of the current research is in finding out if the delivery of the fully erected Ship to shore crane by vessel damages the crane by decreasing its service life and in the case of positive answer assess this damage in terms of working cycles. The main parameter that is checked by structural engineers on the project preparation stage is the static strength of the crane structure, lashing elements, deck of the carrying vessel and all the reinforcements. Unfortunately, investigations of the influence of a fully erected crane transportation by sea on its residual life, which involves fatigue analysis of the structure but not only static strength, have not been found. In this paper, the analysis for specific case has been done in order to assess such influence.

Thus, the novelty of the current research is in the investigation of carried crane service life decreasing due to the sea voyage based on fatigue damage accumulation assessment.

A real case of a ZPMC© quay crane delivery from China to Ukraine has been used for this analysis. The route is shown in fig.1.

Figure 1. The ZPMC vessel route, which transports the quay crane from Shanghai (China) to Yuzhne (Ukraine). The small green squares contain the date when the ship passed the point

The basic crane (fig. 2) parameters are as follows:

• Lifting load under the spreader – 60 tons.
• Outreach, A – 55meters
• Back reach, B – 16 meters,
• Lifting height (above rail), C – 36 meters.

Figure 2. The quay crane general arrangement. The cross section of the container carrier with the numbers of container rows are shown at the right lower corner (#1-#20)

The cranes position on the ship during its transportation is shown in figure 3.

a)
b)	c)

Figure 3. The crane on the ship’s deck

The analysis of the crane has been split into three major stages. On the first stage the loads on the crane structure due to the ship motions have been calculated. The second stage involves finite element analysis for crane static strength under the influence of the mentioned above loads. On the last stage, based on the obtained stress data for the crane structure during the voyage and using a specially created program, fatigue damage accumulated in the crane structure has been calculated.
2. Loads from ship motion determination
Based on the limited data available, the ZHEN HUA 11 vessel was modeled based on the hull of a standard bulk carrier, converted into the crane carrier, with identical dimensions (similar to the real – full scale – conversion) (Van Hoorn, Container crane transportation option: Self-propelled ship versus towed barge, 2005), (F. van Hoorn, Wijsmuller Transport B.V. and S.D. Devoy, Matthews-Daniel Co.,, 1990). For the computer model of the resulting hull, see figure 4 the loading condition was prepared based on the crane and RTG data, estimated lightship of the vessel, and some additional weights for bunkers, ballast, and some miscellaneous. The approximate stowage plan is presented in figure 5.

Figure 4. MOSES© model of the vessel hull

Figure 5. Approximate stowage plan

The resulting loading condition is summarized in table 1.

Table 1. Loading condition ZHEN HUA 11 with 3 STSs and 5 RTGs

Displacement	60,300	T
Draft bow	6.9	M
Draft aft	8.6	M
GM’	8.3	m
Roll gyradius	13.9	m
Roll period	12.5	s

For the environmental conditions for the voyage from Shanghai, China, to Yuzhne, Ukraine, the Global Wave Statistics were used. A combined voyage scatter diagram was made by adding all scatter diagrams for the areas crossed together, each weighted with a transit time factor. The same wave data base also provides wave direction statistics for the individual areas crossed (N. Hogben et al, 1986) (Van Hoorn, Heavy-Lift Transport Ships – Overview of Existing Fleet and Future Developments, 2008). Combining these with the transit times (exposures) resulting in the following probability for each class of wave heading:

• 34% exposure to head and following seas;
• 49% exposure to bow and stern quartering seas;
• 17% exposure to beam seas.

With the combined total voyage scatter diagram and using the MOSES© software program, the vessel motions and point accelerations at the crane CG were calculated for each wave height – wave period combination. This resulted in double significant design acceleration scatter diagrams for each of the 3 main directions. For each direction, the linear accelerations were grouped in 0.1 g interval classes and the numbers in each class were totaled, as presented in table 2. The double or full cycle significant (mean of highest 1/3) values give a good representation of the accelerations acting on the crane CG in each of the three main directions.

The loads are represented by linear accelerations along all three axis that are considered to be applied to the crane center of gravity (table 2). Total amount of oscillations is 461 000, cycle time is 10 seconds.

Table 2. Accelerations applied at Center of Gravity of the crane structure due to the ship motions

Acceleration range in units of “g”	Longitudinal acceleration oscillations (total)*	Lateral acceleration oscillations (total)*	Vertical acceleration oscillations (total)**
0.0 – 0.1	459,324	345,259	424,125
0.1 – 0.2	1,676	77,234	33,430
0.2 – 0.3	–	26,347	3,292
0.3 – 0.4	–	7,867	148
0.4 – 0.5	–	3,443	5
0.5 – 0.6	–	549	–
0.6 – 0.7	–	209	–
0.7 – 0.8	–	59	–
0.8 – 0.9	–	32	–
0.9 – 1.0	–	1	–

* – includes static part

** – excludes static part 1g

For the crane structural analysis, its model with lashing elements has been created (fig. 6).
3. Model description
The crane model has been prepared using ANSYS© utilizing finite element approach for stress calculation (Madenci, E., Guven, I, 2006), (Arsian, 2015), (Stolarsky, T., Nakasone, Y., Yoshimoto, S., 2006). The following finite elements have been used (fig. 6):

BEAM – for modelling of crane main elements (as legs, girder, boom, A-frame, stays etc.) and reinforcement structures (as boom support and crane four corner additional supports).

LINK – for lashing ropes. Initial pretension (2 tones) in each rope has been modelled.

MPC – for modelling of joints with only rotational degree of freedom. In order to model the saddle pin behavior the boom-girder joint has been modelled with the rotation restrictions.

MASS – for modelling attached elements masses, as machinery, trolley rails, ladders and platforms, elevator etc.

a) the beam model with shown beam element sections

b) crane skeleton model (beam sections are turned off)

Figure 6. The crane finite element model

The linear model of a material behavior has been chosen with Young modulus of Pa and Poisson ratio of .

The model loadings have been applied during two phases: preparatory loading steps and main loading steps.

The first preparatory loading step corresponds to the quay crane situated on the ship deck just after its disposal. It means there are neither supporting nor reinforcing structures installed yet (fig. 7). The crane structure has been loaded by its self weight and prestressed lashing ropes. Under the applied forces the structure had the initial deformation. The crane support structures (boom propping frame including two lashing wire rope that connect middle of the frame with the boom; supporting tubes at all 4 corners of the gantry) have also been modelled on the first stage, but turned off using birth/death element technology.

On the second preparatory loading step, the crane support elements have been turned on (fig. 8), and started propping the initially deformed crane structure. The main point of the splitting the preparatory loading into two steps is to model real situation, when the support elements have been applied to the deformed crane structure and therefor the only stress that could appear in the reinforcement comes from ship motions and reinforcing elements self-weight.

The boundary conditions for the crane attachment to the ship deck modelling are shown in fig.9.

Figure 7. Crane structure considered on the first preparatory loading step

Figure 8. Crane reinforcement elements, turned on the second preparatory loading step

Figure 9. boundary conditions, applied to the crane structure at first and second phase

During the second phase the loading cases that represent the structure loading with acceleration (according to the table 2) due to the ship motions have been created (PADT and Jeff Strain, 2013). For each acceleration class two loading cases have been created with acceleration acting in two opposite directions. As far as the number of cycles are given for the acceleration range, in calculation the mean value of the acceleration class range has been used.

For instance, for the longitudinal acceleration class 0.2 – 0.3 g the mean value range of 0.25g has been taken and two loading cases have been created, first one with acceleration of +0.125g and the other with -0.125g. Subtracting the second loading case from the first one gives the loading case with the stress range in the crane structure.

In addition to the stress information for the further fatigue analysis, the information regarding structure elements fatigue classification (FAT class) (Draper, 2008) is needed. For this purpose the FAT class has been assigned to all elements of the crane main structure (fig.10).

a)

b)

c)

Figure 10. Elements with assigned FAT classes

For the last phase of the analysis the special program has been created (Stroustrup, 2014) that uses the external information about structure elements FAT classification and the stress for loading cases for input data. The algorithm of the program is shown in fig. 11.

The program utilizes the nominal stress approach acc. (BS EN 13001-2:2014 Crane safety. General Design. Load actions, 2014), (Hobbacher) and Palmgren-Miner cumulative damage rule (Jean Lemaitre, Rodrigue Desmorat, 2005), (Chaminda, 2015).

Figure 11. Customer fatigue analysis program algorithm

The result of the program operation is the information about accumulated fatigue damage in each element.

Basic assumptions, used in the program algorithm, are as follow

• FAT class is the same for all areas of the element section. The lowest FAT for the section has been used for calculation;
• Tensile and compressive stresses are considered as equally dangerous ones;
• The element fatigue life correction due to the element thickness has not been taken into account (for elements with thickness more than 25mm). However, for the crane structure almost all elements have plate thickness up to 25 mm. The only exception is the Trolley Girder Support sea side Beam (TGSB) with the biggest thickness of 30 mm. And the fact that it is not a fatigue critical element justifies avoiding using plate thickness correction in program.
• All the accelerations due to the ship motions have been considered acting separately rather than in combination.

According to the recommendations for the fatigue analysis (Hobbacher) the critical accumulated fatigue damage value is 0.5 and according (FEM 1.001. Rules for the designing of hoisting appliances. 3rd edition, 1998) it is 1.0.

The results of the fatigue damage accumulation (Lee, 2005) for the crane exposed to longitudinal, vertical and transversal accelerations are shown in fig. 12 and 13. The maximal accumulated fatigue damage D of the range from 0.1 to 0.05 has been found in the boom diagonal beam (fig.12). The fig. 13 shows the elements with the maximal accumulated fatigue damage from 0.05 to 0.025.

Figure 12. Elements with the maximal accumulated fatigue damage from 0.1 to 0.05 (boom diagonal, shown in red)

a)		b)
		c)

Figure 13. Elements with the accumulated fatigue damage from 0.05 to 0.025 (shown in red)

The fatigue analysis shows that during the crane transportation on the deck of the ship the crane structure has been damaged by the loading cycles, initiated by the ship’s motions. Using the accumulated damage values the crane transportation could be associated with the amount of the working cycles the crane could have worked out during its normal operating at the customer site (table 3).

Table 3. Crane transportation association with its normal operation

Critical Elements with accumulated fatigue damage and as the result decreased service life due to the transportation	Calculated Damage, accumulated during the sea transportation, Di	, Crane element’s life (maximal) lost during the crane transportation, based on critical value of fatigue damage D=1*	Crane element’s life lost (maximal) during the crane transportation, based on critical value of fatigue damage D=1, working cycles**	Crane element’s life (maximal) lost during the crane transportation, based on critical value of fatigue damage D=0.5 *	, Cran’e elements life (maximal) lost during the crane transportation, based on critical value of fatigue damage D=0.5, cycles ***
Boom diagonal beam, fig 9	0.1-0.05	10%	200,000	20%	400,000
Leg parts, portal diagonals, lower TGS beam, sill beam,	0.05-0.025	5%	100,000	10%	200,000

* the calculation is done

** assuming crane life of 2 million cycles, crane element lost life is

*** assuming crane life of 2 million cycles, crane element lost life is

Of course, not all elements that have accumulated fatigue damage are critical from the fatigue point of view for normal operation. The good example is the boom diagonal, which is almost not loaded during the crane normal exploitation.
4. Discussion of the obtained results
According to the obtained results of the fatigue damage calculation, accumulated during the crane transportation by sea, it appears that up to 20% of the crane life has been used during its transportation. The crane that came down to the customer’s port was not the new crane, but already “used”. The fact the crane had lost such significant part of its structure life could give the customer some negotiation freedom in terms of either price reduction, increasing the warranty period or the other options.

For different cases of sea transportation such discussions between the manufacturer and customer should be based on the analysis, which could be similar to the one, shown here.

The performed analysis has been done based on accelerations of the ship, obtained from the computer modelling based on Global Wave Statistics (N. Hogben et al, 1986). The computer analysis very often gives overestimated results (Van Hoorn, Container crane transportation option: Self-propelled ship versus towed barge, 2005) and for more precise fatigue damage accumulation in the crane structure the strain measurement technic during the whole voyage could be used.

For this case before the voyage, the fatigue analysis should have been done in order to find the possibilities to minimize the accumulated fatigue damage by proper transportation plan (lowering down the CG of the whole crane by partly dismantling boom, girder and/or A-frame). The best transportation scheme is the one, for which the ship accelerations induces in the crane structure stresses with amplitude less than the endurance limit and the fatigue damage does not accumulates. Instead of this the manufacturer of the crane applied to the structure some reinforcements, but their positions and amount were decided from static strength point of view and that have not prevent fatigue damage accumulation.
5. Conclusion

1. The main merits of a crane transportation by sea, as time and cost savings, are well known and it is the main reason why this type of delivery is widely used nowadays. However, at the same time, nobody pays attention what happens with the crane during its sea voyage from the fatigue point of view, when it could be exposed to forces from the ship motions, and those forces, having both big magnitude and significant amount of cycles, could cause the crane structure fatigue damage accumulation.
2. In order to assess the significance of the fatigue damage for such crane delivery the analysis of the real case of a quay crane transportation from China to Ukraine has been carried out. It shows that during the transportation basic crane elements, as legs, portal pipe strut frame, sill beams, lower TGS beams, boom forestays of the crane structure accumulate up to 5% or 10% of the critical fatigue damage value (depends on the using critical value).
3. Using the parameter of the fatigue damage, the loading cycles, which acted on the crane during its sea voyage from the ship motions, could be associated with the crane working cycles that it could have worked off in normal operation. For this particular case the sea transportation is equivalent to wasting maximum 100 000 or 200 000 (depends on the using critical vale) crane operational cycles for such crane element, as legs, portal pipe strut frame, sill beams, lower TGS beams, boom forestays.
4. Using either proper designed crane structure support or partial dismantling of the crane elements could decrease significantly or in some cases even totally eliminate the fatigue damage accumulation during the crane transportation. For this, the additional fatigue crane structure analysis is needed, but the expenses for it will be fully covered by decreased costs for the further crane structural repair and downtime costs.

6. References
Arsian, M. (2015). Hands on Applied Finite Element Analysis Application with ANSYS.

BS EN 13001-2:2014 Crane safety. General Design. Load actions. (2014).

Capitan, A. B. (1989). Use of Metereological Information for Warranty Surveying Purposes. The Nautical Institute, London.

Chaminda, B. (2015). Fatigue Damage Assessment of Steel Structures and Components. Lambert Academic Publishing.

Draper, J. (2008). Modern Metal Fatigue Analysis. EMAS Publishing.

1. van Hoorn, Wijsmuller Transport B.V. and S.D. Devoy, Matthews-Daniel Co.,. (1990). The Dry Transport of the Green Canyon Tension Leg Wellhead Platform by a Semisubmersible Heavy-Lift Ship. , . 22nd Offshore Technology Conference . Houston.

FEM 1.001. Rules for the designing of hoisting appliances. 3rd edition. (1998).

Hobbacher, A. (n.d.). Fatigue design of welded joints and components XIII-1539-96/XV-845-96.

J.Verschoof, I. (2002). Cranes – Design, Practise and Maintenence. Proffesional Engineering Publishing.

Jean Lemaitre, Rodrigue Desmorat. (2005). Engineering Damage Mechanics: Ductile, Creep, Fatigue and Brittle Failures. Springer.

Lee, Y.-L. J. (2005). Fatigue testing and analysis. Theory and practice. Elsevier.

Madenci, E., Guven, I. (2006). The Finite Element Method and Application in Engineering using ANSYS. Springer.

Martin C, P. (2004, July). West Coast Gantry Cranes: The Path of Paceco and ZPMC. Pacific Maritime.

Murakami, S. (2012). Damage Mechanics. A continuum Mechanics Approach to the Analysis of the Damage and Fracture. Springer.

1. Hogben et al. (1986). Global Wave Statistics, British Maritime Technology Ltd. Feltham.

PADT and Jeff Strain. (2013). Introduction to the ANSYS Parameter Design Language (APDL).

Stolarsky, T., Nakasone, Y., Yoshimoto, S. (2006). Engineering Analysis with ANSYS software. Elsevier.

Stroustrup, B. (2014). Principles and Practice Using C++. Second Edition. Eddison-Wesley.

Van Hoorn, F. (1991). Design Criteria for Self-Propelled Heavy-Lift Transports – And How Theory Theory Correlates with Reality. Second Offshore Symposium on Design Criteria and Codes. Huston, TX.

Van Hoorn, F. (2005). Container crane transportation option: Self-propelled ship versus towed barge. Rina Conference on Marine Heavy Transport & Lift. London.

Van Hoorn, F. (2008). Heavy-Lift Transport Ships – Overview of Existing Fleet and Future Developments. MOSS 2008 conference. Singapore: MOSS.

In the paper in terms of repairing of RTG the necessity of using a state-of-the-art CAD and CAE programs by companies which are engaged in crane repairing and modernization business is shown.

 

Key words: RTG crane, crane metal construction repair, cargo lifting machines.

Methods of problems solution, which should be done during normal engineering practice, are not always similar. Especially when the repairing or modernization of cargo lifting and conveying machines is done, with involving its basic features changing, like speed, safe working load (SWL), outreach etc.

Even the using of a common repairing method is not always able due to different bounding conditions. That is why the necessity of appropriate solution idea for every certain problem arises.  For the transition from an idea, which result is just a sketch of future changes in the crane, to drawings creation it is needed to determine the necessity of existing crane metal construction joints reinforcement, fulfill their strength assessment or changes in the metal construction, perform verification for the whole reconstructed machine (strength, stability, fatigue etc.). On the next stage the resulting information, obtained after strength assessment (joints that are needed to be reinforced, types of reinforcements, thickness of metal sheets etc.), is passed for the drawing creation. And based on the drawings the whole work is done.

Thus, described above succession is basic set of actions for repairing works or modernization.  And the company, which performs this works, must have highly qualified specialists with not only a significant experience, but strong knowledge of strength calculation, designing and site work execution. However many people disparage the up-to-date computing programs and prefer them simple hand calculation, based on strength of material. Nevertheless they usually forget that the main task for an engineer is not just getting a result using programs or hand calculation, based on simplified theories, but analyze the derived result, assess the error ability in the calculation, compare with the results for the similar objects received in previous projects.

As an example for application mentioned above work succession the repair of the RTG crane in PSA (Singapore) is shown. This crane is used for yard operations at container terminals. The work was fulfilled by PORTEK System & Equipment Pte Ltd – the leading company in the port business.

During accident-free exploitation of such cranes owners are usually faced with the similar problems: span increasing due to the deformations of main girders and legs and main girders maximal deflection changing. According to norms of crane exploitation the maximal deflection does not have to be bigger than a certain value that is proportional to the crane span. The span tolerance is shown in the crane drawings.

According to the RTG survey measurement before commencement of repairing work maximal deflection of main girder was 28 mm with trolley in the middle of the main girder without container. At the same time maximal permissible deflection have not be more then 32 mm for the trolley in the middle of the girder with a testing weight. Span increasing was 280 mm.

Due to a repairing procedure the RTG crane (fig. 1) was lifted up for 0.5 meters above ground level (fig. 2) and put onto the lattice repairing tower (fig. 3) that was mounted from below of it. Main lattice elements, pillars, are made from tubes.

Figure 1. The main view of the RTG crane, mounted on the repairing tower

Figure 2. The RTG crane lifting for mounting the repairing tower below it

Figure 3. The RTG crane main girder resting on the top of the repairing tower

Before the work commencement the finite element analysis of the repairing tower was performed. The calculation was done to assess tower strength, stability as a lump construction and its pillars buckling. During calculation the tower was undergone to the vertical forces of the RTG weight and horizontal wind forces to the RTG and the tower. Also the unsymmetrical load on tower pillars was considered (fig. 4).

Figure 4. Boundary conditions and calculation results (equivalent Misses stresses) for repairing tower

For main girder deflection improving it was decided to use its heating, which is the typical method for similar cases. But the customer refused this method to be applied. The reason is possible girder deformation not only in a vertical, but also a horizontal plain. As a result it was resolved to use plastic deformation of the main girder during pulling the RTG crane legs together for its deflection improving. Calculation was done for determination of the minimal forces, which should be applied to the RTG legs, to put material in the middle of the main girder to plastic state (fig. 5 and fig. 6). After main girder deflection decreasing the main girder was reinforced by additional plates that were welded to both its sides.

Figure 5. Boundary conditions for the RTG crane, which is situated on the repairing tower

Figure 6. Von Misses equivalent stresses for the RTG crane on the repairing tower with horizontal forces applied to legs

For easier and more precise crane span restoration, in the joints of legs with main girder the separation of three leg plates from girder was performed (fig. 7) for each joint of leg-girder connection. Leg pulling was done by horizontally disposed jacks.

Figure 7. Disconnection of three leg plates from the main girder

After finishing span restoration the leg-girder connection was renewed and additional gusset plates were attached (fig. 8).

Figure 8. Leg-girder joint reinforcement (before final adjustment and painting)

Figure 9. The RTG crane after repair

Below the measurement results after repairing are showed:

1. Span increasing was reduced from 280 (before the repairing) to 14 mm (after repairing).
2. The biggest deflection of main girder during testing with trolley and test weight of 43 tones is 23 mm (after repair) instead of 28 mm for trolley without testing weight (before repair).

Conclusion

Using state-of-the-art programs for calculation and design in crane business is not something unusual any longer, but becomes necessary tool in engineering daily procedure of crane repairing, designing and modernization. It allows with more precision determining the conditions of metal to transfer into plastic state, calculate temperature stress, local stress in element joints, which can not be determined using common approach, based on “Strength of material” hand calculation.  Although the common succession for repairing or modernization is still the same: main idea creation – strength analysis – drawings creation – execution phase, but due to the more precise modeling of stress distribution inside joints and thus a better loading process understanding inside them the overall work quality becomes much higher.