In the simple analysis of the bolted joint it has been usually stated from the connection with one bolt, which is loaded by a force that is introduced somewhere within the bolt axis. Also the currently best-known analytical method of design of bolted joints, according to VDI 2230 has been developed based on this assumption. Although this a very useful simplification is, because it results in a linear behavior and leads to the relatively simple analytical calculation, the actual axial loads act very rarely or not at all, in this way.
De facto, in the case of moderate eccentric load is the linear model of VDI 2230 no longer applicable. It follows that, VDI model is not directly transferable on the multi bolted connections.
Because of this, construction of a highly loaded bolted connection come very often to the limits, especially when an "over sizing" due to economic, weight limits and other reasons, is not a viable option.
The basis of the procedure concerning the determination of the so-called Loading Plane Factor (n) is controversial. Usually, during assembly of the connection, all forces, behind bolt preload FV and the reaction force in the separation surface FK, act along the bolt axis (see Fig., a). The clamped parts are pressed together where the counting compliance is . Under the external load this effect separates (Fig. b), so that the compliance of connected parts is divided to the effect on the part of the bolt force and effect on the part of the force in the separation surface.
Clearly, then, the corresponding effect manifests differently and, evidently, has nothing to do with the position of the force application of the external force. Moreover, based on VDI argument the designer must conclude, in the case of the larger eccentricity, that he could omit the issue of force introduction, despite the real strong effect, due to the completely other contexts, remains.
The concerning relationships are determined analytically in the framework of a new beam model of the connections:Structural Integrity Analysis of Multi-Bolted Connection Using the Innovative Beam Model, in STRUCTURAL INTEGRITY AND LIFE, Vol. No. 3 (2011), pp. 147-156)
and the corresponding calculation examples (right away from this page.)
The effect of the coefficient bi, which in the above model represents the conditions for the pairing of the connection segment into the main structure, is much more effective. The physical meaning and the evaluation of these influence numbers can be demonstrated by the example of the bolted plate (or cover). For the circular plate of constant thickness due to Roark's Formulas for Stress and Strain (by WC Young and EC Budynas, Seventh Edition) from Table 11.2, Case 13 (page 490) follows (after substitution of symbols θo = α and a = R)
After getting into account the number of bolts, it follows for bending moment along the bolt segment
so that the above relationship can be given in more general form
For the evaluation of
we also need
After the substitution this leads to the result
which shows that this influence number is based on the diameter at coupling corrected by the ratio of thicknesses of the base circular plate and the bolt segment.
Or simple by writing
The determination of the eccentricity, "a" is tainted with large risk, because the bolt connection could not be considered fully disconnected from the rest of the structure (plate, flange, etc.). As already mentioned,, at the place of the connection clamping to the remaining structure in addition to the force, there is also the moment MB, that must be considered and the stiffness ratios in the connection are not independent of the remaining structure. The determination in this respect, which is not at all easy, in the many calculation models has been left to the user, by which of course the potential pitfalls are exceptionally large. By less accurate determination of the relevant parameter of the load, the results of the calculation will be called into question.
It is a fallacy that you can avoid all these problems elegantly enough, in which one take hold of the FE method application. On the contrary, already at modelling for the FE analysis one were aware of how complex a screw connection is. The results of the finite element analysis will be definitely influenced by the kind of the modeling of the connecting parts, application of the preload in the connection, consideration of the contact conditions in the separation surfaces, by the changes in load distribution and, not least, by the type of the accounting the non-linear behavior.
In order to assist you in the design of the FE models, without putting into question the accuracy of the results by the required effort, relevant points of concern are handled here in detail.
Analytical studies have clearly shown that the stress conditions in a joint are determined not only by a ratio of stiffness, but also rather by the relationship between preload and working forces. Accordingly, the height of the preload force is very important parameter for the integrity of the structures with bolt connections.
The high sensitivity of bolts against fatigue loading, due to the large stress concentration resulting from the threads, causes that the bolts which must endure cyclic loading, are tightened high up to very high preload, to dam up the fatigue loading of the bolts in the connection, what is, however, only taken into account by the non-linear calculation.
In practice, through the tightening above yields, this fact has been accounted for a long time. Lastly, virtually at the dynamically loaded connections in the engine, even if in that way the level of mean stress rises sharply. Obviously, the reduction of the stress amplitude is more crucial in this case.
Even though it should be considered, that in the service, after rejection of the external loads, the bolt preload reduces to the original level along the original curve (linear elastic line), only if the maximum bolt stress was below the yield level. The behaviour of the system stays purely elastic (regardless of the non-linear behaviour!!) only if the total load remains in the elastic region. Plastic deformation of the bolt and the clamped parts through an overloading will always result in the loss of preload in the connection. This means after exposure above elastic limit, as a consequence, all subsequent loads will cause higher load partitioning to the bolts in the connection.
Additionally, for some materials that are extremely sensitive to the mean stress level, nevertheless, this overall context must be studied more carefully.
Consideration of the non-linear behavior is particularly significant for the dynamically stressed connections. This can be shown by the model of previous computations. If the external dynamic operating load varies between 5 and 12.5 kN this yields for two calculation - linear and nonlinear – to the significant differences in stress amplitude. The increase of the stress range can arise both in the direction of the minimum voltage and in the direction of maximum stress, which in summary results to the considerable differences in the fatigue stresses of the bolt. Because of this, this cannot be avoided even with a more conservative linear calculation (larger slope of the blue line in diagram).
For complex structures, is further usual the values that are exposed to random influences (scatter) to treat statistically. And that is with regard to the elevation of the tightening force important. In particular, attention to be taken to the fact that the multi bolted connections are very often dominated by Fail-safe behaviour, where the failure of one bolt can be carried out through the carrying capacity of neighbourhood bolts (at least for a limited time). This means, for the consideration of the dispersion of the preload force, it is necessary to include in the consideration the number of bolts and the kind of the loading conditions. The difference in this respect, for example, between the static pipe flange and the shaft flange, which is loaded circumferentially is obvious.
As a result, the so called tightening factor for the multi bolted connection can not be the same as for the connection with one bolt.
As well known, a part of the setting is compensated at montage by rising tightening force. Through eccentric outer loads the clamping-force transfers itself with increased load from the position of the connection-axis. With it the new contact areas were enclosed that also leads to the additional embedding, which is no more compensated (during assembly) and consequently leads to the effective reduction of the preloading force in the connection that must be taken into account additionally.
Concerning the multi-bolted joints is the so-called "lever principle" in its primitive form, a coarse simplification, which is also on the unsafe side, and therefore really should not be recommended. The procedures which are based on this assumption ("circle arc") are just as vague and on the unsafe side. The relations developed for the more exact beam model and test results show that this transition always takes the form of the parabola.
Individual connections, in which the so-called deformation cone has been cut on all sides, present the typical case of the connections with the limited external dimensions. Such slender cylindrical compounds behave strongly non-linear. For the treatment of such compounds, the non-linear method has been developed by author [Konstruktion 27(1976) S. 192-97)], which is taken out, unfortunately, from the latest edition of VDI 2230.Non-linear modell for calculation of joints with one cylindrical bolt
There is little doubt that the screw connections are one of the major sources of nonlinearity in mechanical structures. This produces a considerable additional stress not only for the screws, but also for all parts in the connection.
Although linear models are seen to be conservative - this is in the case of multi bolted connection rare the case! Application of linear models with smaller loads leads to over conservative results. In opposite, if the higher loads are expected, their effect will be underestimated. In both cases, the reasonable lean design will fail.
Linear models are wrong. It is senseless to study the behavior and the parameter variations and uncertainties with an incorrect model form.
Perhaps the most significant shortcoming of the known models is that the function of this connection is reduced to only two control parameters: compliance of the parts in the direction of the screw axis and the guarantee of the sufficient preloading minimal force. All other influencing variables, such as the bending stiffness of the connected parts (plates, cylinders, etc.), the actual position (eccentricity) of the external force, the level of the preloading force and preloading bending moment, development of increased stressing (Prying) remained virtually ignored.
In contrast, the safe and conservative methods, based on the beam model are available for the design of screw connections. By the author, based on the fundamental relationships of solid mechanics, the firstly proposed beam model has been further developed based on practical experience and investigation of others. With the support of this advanced model, the screw connection can be modeled in a sufficiently precise manner by taking into account the non-linear behavior and the conditions for adequate function.
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