A SIMPLIFIED CALCULATION METHOD FOR SYMMETRICAL LOADING OF A SINGLE-SPAN COMPOSITE STRING STEEL STRUCTURE.
Suspended constructions are some of the most impressive and largest cross-over structures in the world (Gimsing, 1997; Kulbach, 1999). Such designs are effective because most of the elements are stretched which leads to the lowest steel costs. One of the most rational constructions is a single-span design (Strasky, 2005), however, this design is more commonly used for pedestrian bridges and its outline is not suitable for other transport.
In order to produce the most efficient construction, cable-supported structure can be combined (Sandovic & Juozapaitis, 2012; Chen, Cao, Chu, Hu, & Li, 2014) with a string (Yunitskiy, 2006), (Figure 1). In addition to reducing the kinematic displacements in the structure when the load is asymmetrical, the string would also form a straight line for the transport movement (Yunitskiy, 2019; Linkute, 2015). In such manner the traffic of this type could be used not only for pedestrians but also for other types of transport, such as cars, trains and etc. Moreover, the construction can also be used for overlapping large span roof structures.
The main parameters of the combined string system (Figure 2) comprises the lower cable sag, the lower cable and string axial rigidity ratios and the pre-tensioning force of the string. The outline of the lower cable forms a parabola (Beivydas, 2018). Such constructions are very complex, therefore, to facilitate their design the article below provides a simplified engineering methodology for this design with symmetrical load where the string and the bottom cable represent absolutely flexible elements.
In the calculation of the displacements and stresses of the combined string structure the behaviour of the structure depends not only on the loading location, but also on the method of loading. Thus, two cases will be analysed: when the structure is loaded with columns (Figure 3) and when the structure is loaded with a distributed load (Figure 6).
When load is transferred via the struts the construction should include cross beams. Such a case may be applied to the bridge deck by supporting the cross beams. In the case of the second load (Figure 6), the load is transferred via the string. This case can be applied to innovative structures such as hanging roads or bridges, when the string is used as a rail, etc. This case can also be used for bridge or roof deck support on strings.
1. The calculation of displacements and stresses
The main task of calculating the combined string structure is to calculate the load taken by the upper element (the string) and the load taken by the lower element (the cable).
The equations for calculating the displacement of strings and the suspended cable as separate elements have already been identified (Schlaich, Bogle, & Bleicher, 2011; Chen et al., 2014; Kmet & Kokorudova, 2009; Greco, Impollonia, & Cuomo, 2014):
[DELTA][f.sub.string] = [cube root of (3 * [g.sub.string] * [L.sup.4]/64 * [E.sub.string] * [A.sup.string])], (1)
[DELTA][f.sub.string]--string displacement in the middle of span;
[g.sub.string]--Load taken over by a string;
L--the lenght of construction span;
[E.sub.string]--Elasticity module of the string;
[A.sub.string]--Area of the string.
[DELTA][f.sub.cable] [??] 3/128 * [g.sub.cable] * [L.sup.4]/[E.sub.cable] * [A.sub.Cable] * [f.sup.2.sub.0], (2)
[DELTA][f.sub.cable]--cable displacement in the middle of span;
[g.sub.cable]--Load taken over by a bottom cable;
[E.sub.cable]--cable elasticity module;
[A.sub.cabie]--Area of the cable;
[f.sub.0]--initial sag of cable.
The following assumptions are taken into account when calculating the displacments and the stresses of combined string structure:
1. The columns between the cable and the strings do not get deformed;
2. The string and the cable are absolutely flexible elements;
3. The string and cable displacements in the columns are equal;
4. Bottom cable outline - parabolic;
5. The columns are placed so densely that a split load is assumed to be transmitted to the lower cable.
By knowing the equations of the displacements of the strings' (1) and the cable (2) we can easily calculate the displacements of the combined design. The resulting equation of the displacement of the strings and the cable is:
[cube root of (3 * [g.sub.string] * [L.sup.4]/64 * [E.sub.string] * [A.sub.string])] = 3/128 * [g.sub.cable] * [L.sup.4]/[E.sub.cable] * [A.sub.cable] * [f.sup.2.sub.0]. (3)
In the equation we have two unknown variables - the load taken by the cable and the load taken by the strings. With the knowledge that the string and cable take on different loads, we can come up with the following conclusion when loading a combined structure:
[g.sub.total] = [g.sub.string] + [g.sub.cable], (4)
[g.sub.total] - external load.
Bearing this assumption in mind (4), we can make the following change:
[g.sub.string] = [g.sub.total] - [g.sub.cable].
After introducing the changes, solving and organizing the equation, we can get the load taken by the bottom cable:
[mathematical expression not reproducible] (5)
[mathematical expression not reproducible]
Once the solutions are received into the equations that have already been known, we obtain the following result:
[DELTA][f.sub.comb] [??] 3/128 * [L.sup.4]/[E.sub.cable] * [A.sub.Cable] * [f.sup.2.sub.0] * [g.sub.cable]. (6)
In general we obtain this equation of displacements:
[omega](x) = [DELTA][f.sub.comb] * L/4 * x - 4 [DELTA][f.sub.comb]/[L.sup.2] * [x.sup.2], (7)
[DELTA][f.sub.comb]--combined construction displacement in the middle of span;
[omega](x)--combined construction displacement;
x--horizontal distance from the edge support to the counting point.
The case when the load is transferred to the struts
In this particular case the equation of the displacement calculation is the following (7). The shear forces in the supports are calculated using the known equation (9, 10) (Schleich et al., 2011) applying the superposition principle (8):
[H.sub.total] = [H.sub.string] + [H.sub.cable]. (8)
By using the known equation we get:
[H.sub.string] = [g.sub.string] * [L.sup.2]/g([DELTA][f.sub.string]); (9)
[H.sub.cable] = [g.sub.cable] * [L.sup.2]/g([DELTA][f.sub.string]), (10)
[H.sub.total]--combined construction shear force;
[H.sub.string]--string shear force;
[H.sub.cable]--cable shear force.
Numerical analysis was performed using Autodesk Robot Structural analysis software.
Modeled structure with a span of 50 m. Initial sag of bottom cable is 5 m. The distance between the struts is 5 m. The string and cable are modeled as cable elements. Nonlinear analysis was used to calculate the structure. The displacement and axial force diagrams we can see in Figure 4.
Numerical results compared with analytical ones. (Figures 5, 6). 1 = [A.sub.string]/[A.sub.cable].
We can see that the numerical and analytical results are very similar. The differences from 8% to 10% were calculated for the displacements. The differences are to 1% were calculated for the shear forces. There is a case where the initial sag of the lower cable is L / 10 because the greatest differences are obtained in this case.
The case when the load is distributed
In case of the distributed load (Figure 7) all calculations are made in a similar manner, as in the case when the loads are transmitted through the columns. In this case additional local displacements (Figure 7) occur which cause additional stress.
The calculations of the local displacements of the strings and the resulting shear forces do not estimate that
[H.sub.string,local] = [cube root of (1/24 * [[g.sub.total.sup.3] * [(L/n + 1).sup.2] * [E.sub.string] * [A.sub.string]])];
[DELTA] [f.sub.string,local] [cube root of (3/64 [g.sub.total][(L/n+1).sup.4]/[E.sub.string][A.sub.string])], (12) (12)
[H.sub.string,loal]--the shear force in the supports is caused by local displacements;
[DELTA][f.sub.string,loal]--local string displacement;
n--number of columns.
The principle of superposition is applied in calculating the total shear force:
[H.sub.total] = [H.sub.string] + [H.sub.cable] + [H.sub.string,loal]. (13)
Therefore, these are the equations for the displacements (7, 12) and the stresses (11, 13) when the load is distributed.
Numerical results were obtained using a finite element calculation program. The numerical and analytical results are very similar (Figure 8). The differences from 9% to 10% percent were calculated for the displacements. The differences are to 1% were estimated by calculating the shear forces.
First, the combined structure are constructed, then the basic parameters are selected for the design. By means of the familiar solutions a simplified calculation of displacement and stress of the construction is provided when the load is symmetrical.
Calculations are provided for two load cases: when the load is applied by using cross beams and when the load is transmitted directly to the string. The versions of construction are presented for each load case, for example, a hanging road or bridge with a deck and without a deck.
Calculations are compared to the results obtained by using the numerical method. The numerical and analytical results are very similar. The differences from 8% to 10% were calculated for the displacements. The differences are to 1% were obtained by calculating the shear forces.
When variable load is transmitted through the string, the displacements remain the same as in the first case, however, the shear forces differ. We can see this by comparing equations 8 and 13.
Received 14 July 2019; accepted 8 October 2019
Beivydas, E. (2018). Vieno tarpatramio kabamosios kombinuotos stygines konstrukijos skaitine analize. Mokslas--Lietuvos ateitis --Science--Future of Lithuania, 10, 1-5. https://doi.org/10.3846/mla.2018.2867
Chen, Z., Cao, H., Zhu, H., Hu, J., & Li, S. (2014). A simplified structural mechanics model for cable-truss footbridges and its implications for preliminary design. Engineering Structures, 68, 121-133. https://doi.org/10.1016/j.engstruct.2014.02.015
Gimsing, N. J. (1997). Cable supported bridges: concept and design (2nd ed.). Chichester: John Wiley & Sons.
Greco, L., Impollonia, N., & Cuomo, M. (2014). A procedure for the static analysis of cable structures following elastic catenary theory. International Journal of Solids and Structures, 51, 1521-1533. https://doi.org/10.1016/j.ijsolstr.2014.01.001
Kmet, S., & Kokorudova, Z. (2009). Non-linear closed form computational model of cable trusses. International Journal of Non-linear Mechanics 44, 735-744. https://doi.org/10.1016/j.ijnonlinmec.2009.03.004
Kulbach, V (1999). Half-span loading of cable structures. Journal of Constructional Steel Research, 49(2), 167-180. https://doi.org/10.1016/S0143-974X(98)00215-6 Linkute, E. (2015). Is anksto jtempty stygini-y plieno tilty komponavimas ir elgsenos analize (magistro darbas). Vilniaus Gedimino technikos universistetas, Vilnius.
Sandovic, G., & Juozapaitis, A. (2012). The analysis of the behaviour of an innovative pedestrian steel bridge. In Procedia Engineering Steel Structures and Bridges 2012:23rd Czech and Slovak International Conference (Vol. 40). Amsterdam: Elsevier Science Ltd. https://doi.org/10.1016/j.proeng.2012.07.117
Schlaich, M., Bogle, A., & Bleicher, A. (2011). Entwerfen und Konstruieren Massivbau. Institut fur Bauingenieurwesen Technische universitat Berlin.
Strasky, J. (2005). Stress-ribbon and supported cable pedestrian bridges. London: Thomas Telford Ltd. https://doi.org/10.1680/sracspb.32828
Yunitskiy, A. (2006). String Transport in questions and answers. Moscow, Russia.
Yunitskiy, A. E. (2019). Strunnye transportnye sistemy: na Zemle i v Kosmose. Silakrogs: PNB print.
Edmundas BEIVYDAS *
Vilnius Gediminas Technical University, Vilnius, Lithuania
* Corresponding author. E-mail: email@example.com
Caption: Figure 1. Combined string structure composing
Caption: Figure 2. Combined string structure scheme
Caption: Figure 3. Load diagram when the load is transmitted through the struts the columns are shifted unevenly.
Caption: Figure 4. Diagrams from Autodesk Robot Structural analysis: a) Displacements diagram b) Axial forces diagram
Caption: Figure 5. The diagram of displacements, in case the load is transferred to the columns, the string is not pre-tensioned
Caption: Figure 6. The diagram of shear forces, in case the load is transferred to the struts, the string is not pre-tensioned
Caption: Figure 7. The case when the load is distributed
Caption: Figure 8. The diagram of displacements, when the load is distributed, the string is not pre-tensioned
|Printer friendly Cite/link Email Feedback|
|Publication:||Engineering Structures and Technologies|
|Date:||Jun 1, 2019|
|Previous Article:||MODELING OF THE REINFORCEMENT POLARIZATION RANGE IN CORROSION TESTS.|
|Next Article:||ON MORPHOLOGY OF BUILT-UP SPACE.|