The purpose of the present paper is to examine the influence of flanges on the stength of curved I-girders under bending, in which the strength of curved I-girders with flanges is investigated using mixed finite element approach. Lagrange's multipliers method is used for the summation of element matrices along junctions of a web and flanges, and Newton-Raphson method and incremental procedure are employed for nonlinear anaysis. It appears from numerical results that interaction between a web and a compression flange can not be ignored for determination of the strength of curved I-girders.

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A model of unstable crack initiation from an original crack tip, at which a plastic zone has been formed, is presented. The model provides an answer to the question how and when an increasing load leads to unstable crack initiation instead of further growth of the plastic zone. It is shown that some energy must be supplied to initiate cracking because of the residual strain in the plastic zone, which implies that the crack initiation necessarily accompanies an instability. For brittle materials, the required energy is small and the Griffith criterion turns out to be valid even with the plastic zone at the original crack tip. With increasing ductility of the material, the energy required for the crack initiation increases dramatically, which may lead to the transition from brittle (unstable) crack growth to ductile (stable) one. The present study seems to provide a clue to the problem of the transition from stable, ductile crack growth to the following unstable crack growth. The emphasis is placed on the effect of the residual strain which seems to play an important role in all modes of crack growth. The results of this study suggest a way to estimate the increase in the material resistance to fracture induced by generating intensive plastic deformation at the crack tip prior to its extension.

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This paper presents a finite element method which enables to analyze a large displacement behavior of elasto-plastic thin-walled structures which fail by overall, local or interactive instability. An incremental equilibrium equation for a thin-walled beam-column is derived in a stiffness matrix form by using a moving element coordinate system and an incremental variational principle. So called multipoint constraints technique is used to connect plate elements with a beam element at the coupling nodal point in the cross section. Numerical results of the present method are compared with the exact solutions and experimental results. Validity and efficiency of the present method are confirmed.

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This paper reports the test results of composite columns subjected to compression or bending in order to investigate the properties of ultimate strength of concrete filled rectangular steel columns with thin-walled steel plates.
In the compression tests of composite columns, the effects of headed studs and longitudinal stiffeners on the behaviors in elasto-plastic regions are examined experimentally in comparisons with the concrete filled columns without headed studs and longitudinal stiffeners. Their ultimate strengths are, then, discussed on the basis of theoretical analysis. On the other hand, the influences of end diaphragms and studs, which restrain the slips between encased concrete and steel tubular plates, upon the composite effects and the corresponding ultimate strength for flexural behaviors are also examined by means of the bending tests.

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In the present paper, the vibration of the web plate under sinusoidally time-varying inplane moment is examined from the point of view of dynamic instability. The web plate is idealized by one rectangular plate surrounded by the upper and lower flange plates and vertical stiffeners. Inplane static and sinusoidally time-varying moments act on the edges of the plate. The dynamic instability regions are analyzed by the small deflection theory of thin plate. The amplitudes of unstable motions are determined by large deflection theory considering geometric nonlinearity.
Numerical results are presented for various boundary conditions, loading conditions and dampings of the plate.

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A study of potential bifurcation modes of dome structures is performed based on a group theoretic method for predicting the bifurcation modes. Potential bifurcation modes of a series of polygonal-shaped truss domes were advanced by investigating the subgroups of dihedral groups. These modes were classified into seven general categories and several rules regarding the presence of the modes were drawn. In addition. hierarchal structures of bifurcation modes were investigated. The information regarding bifurcation modes obtained in this manner was used to trace bifurcation buckling behavior of an eight-gonal truss dome. While an initial imperfection technique was used for tracing bifurcation buckling behavior, the information was employed to determine the initial imperfection modes which can initiate the bifurcation behavior.

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The inverse scattering problems of determining the shape of a cavity from observed waves are investigated by means of the Born inversion. The far-field amplitude of scattered waves is related to the spatial Fourier transform of a characteristic function of a cavity, which is equal to unity in the region occupied by a cavity and zero elsewhere. However, this method is based on the long-wavelength approximation. and is not adequate to the high frequency data. To improve the accuracy of inversion, we further propose the modified Born inversion which is applicable even for the high frequency data. In numerical examples, the data synthesized by the boundary integral equation are used to check the effect of some factors of incident and observed waves on the imaging of a cavity.

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Large scale specimens of transverse fillet welded joints which were assembled using thicknesses and shapes similar to those of the actual structures, and the improved weld electrodes were tested. Specimens were cruciform welded joints, box-section and H-section members of 600MPa, 800Mpa and 500MPa class steels. Effects of stress ratios, weld toe profiles, scallops and single-side fillet welding of the end diaphragm on the fatigue strength of joints were examined.

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The fundamental in-plane dynamic characteristics as well as the failure of two-hinged arch ribs subjected to the harmonic excitation and earthquake ground motion are investigated in this paper. In the analyses, the yielding of materials is taken into account in the finite deformations. Furthermore, the dynamic characteristics of stiffened deck arch bridges are presented paying special attention to the influence of the stiffening girder, its connection to the arch rib and the supporting conditions on the resisting capacity of arch bridges against the harmonic excitation.

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Fatigue resistance of inclined hangers in a suspension bridge to traffic loads is evaluated. First, it is confirmed that stress ranges and frequencies calculated by the simulation analysis are in good agreement with those measured on a bridge. The stress ranges and frequencies of inclined hangers are estimated by this simulation analysis.
Second, design S-N curves of the parallel wire strand cables are obtained by an approach based on the statistical theory of extremes and fatigue tests. The cumulative damages of inclined hangers are calculated by applying both Miner's rule and the results obtained.

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By focusing on to what extent strain energies are approximated, this paper intends to derive the conditions for a discrete model to converge at the limit element division to the original finite-displacement elasticity. A criterion for that convergence is presented in a general form. Further, especial expansions are made to find out which discretized relations might be linearized at the limit. As a result, a natural classification of discretizations for finite-displacement small-strain problems is proposed.

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The previous study on the fatigue behavior of the truss chord member revealed fatigue cracking in fillet weld at the bed plate, which was attached to the compression flange plate. Therefore, bending fatigue tests were carried out using box-section specimens, with various types of attachments welded to the compression flange. In this paper, fatigue cracking phenomenon and fracture characteristics of transverse fillet weld under compressive cyclic stresses are described. Also, the influence of the length of attachment, weld size and the effect of surface grinding are investigated.

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The difference of seismic waves observed on piers at both ends of a long span bridge or at locations along an underground pipe often becomes a critical factor and is taken into consideration for aseismic design of such structures. The characteristics of the effect of the difference may be described by a coherence function which represents the dependency of two time series, and it is calculated from the power and cross-spectral density functions. However, in its estimation, it is often smoothed in the frequency domain. In this paper, the effects of the smoothing on the coherence function estimate are analyzed quantitatively, in the case that a time delay is observed between the two records or that they are statistically independent. Then, a modified method of calculating coherence function estimates is proposed.

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Welded beam-to-column moment resistant connections have been tested under gradually increasing static and pulsating loads to determine the energy absorption characteristics of these connections. Six specimens have been tested-3 each under static and pulsating loads. Three different sizes of beams have been used but the column section has been kept the same in all the specimens.
Beam to column connections were made using butt welds, backing plates and side cleat angles.
An optical technique was used for the measurement of rotations for the beam and column. In four specimens the full plastic moment of the beam was transferred across the connections. Introduction of diagonal shear stiffeners in the columns reduced the rotational capacity of the specimens considerably and consequently the energy absorption. Shear failure in the column web and weld fracture at the column face were the common observed modes of failure of the specimens.

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Solutions to three-dimensional elasticity problems in cylindrical and spherical coordinates are proposed as useful solutions to non-axially symmetric deformations. The solutions with the aid of potential functions of displacement take into account effects of heat and body forces in general forms. A harmonic vector of potential functions based on Boussinseq's solution is replaced by a vector field consisted of harmonic functions according to cylindrical and spherical coordinates. This method facilitates the determination of potential functions enough for the theory of elasticity. Expressions for potential functions and components of displacement of non-axially symmetric elasticity problems in cylindrical and spherical coordinates are definitely presented in due consideration of practical applications to stress analyses.

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A simplified analysis is given for the interactive steel column behavior with local buckling. The analysis utilizes the explicit solution of the elastic beam-column of Perry-Robertson type, newly incorporating the effective width concept of component plates. The results are proved to predict the available tests well with engineering accuracy. Optimality is examined from the views not only of ultimate strength but also of energy absorption to benefit on the earthquake-resistant design. The results indicate that allowing the occurrence of local buckling may not give the advantage much for the design of steel columns in ordinary civil engineering structures.

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Fatigue cracks often initiate at as-welded toe of various attachments where stress concentration is high. Bending fatigue tests were carried out on two beams with welded cover plates and gussets. About forty fatigue cracks were observed, when the cracked parts were successively repaired with stopholes and splice plates. The fatigue test results were compared with previous test data. The cracked beams were further repaired with groove welds and fatigue tests were continued. Fatigue cracks initiated and propagated from weld defects near the end of the attachments. Fatigue life of repaired parts was somewhat longer than that of as-welded one due to grinding the weld toes after weld repair.

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A method of analysis is developed for coupled free oscillations of suspension bridges in three dimensions. The method, which is based on a finite-element approach, takes into account the nonlinear coupling effects by means of considering the finite displacements of the main cables and the hangers. The accuracy and efficiency of the proposed method are demonstrated by comparing the computed results with the experimental values and the previously computed values reported in Refs. 18, 19. The nonlinear-coupled characteristics in the torsion-dominant first mode are also investigated for a suspension bridge under construction and a suspension bridge deformed by wind forces.

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Shape effect on partial slip behavior and load partition behavior in the friction-type butt joint is computed by using nonlinear discrete models. In the past studies, partial slip behavior of the friction-type joint, as compared with the bearing-type one, is regarded as insignificant because it exerts no significant effect on the major slip load. For the establishment of a more reasonable, economical and synthetic joint design, however, it is necessary to investigate these behaviors. In addition to this study, the relationship between fatigue stress and partial slip stress is investigated. The result shows the possibility that the defacement of the frictional surface at the edge bolt has one of the important effects upon the fatigue strength, as well as the stress concentration behavior. According to this assumption, an attempt has been made for prediction of the relative fatigue strength of the joints from partial slip stress of the edge bolt.

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Love weve propagation is essentially equivalent to shear vibration of layered media. On this basis, with the introduction of a common assumption which has been employed in vibration analysis of structures, a simplified procedure is formulated to evaluate ground motion resulting from Love wave propagation in visco-elastic media. As the procedure allows us to use vibration mode shapes of an elastic system without viscous damping, we can easily evaluate response of a visco-elastic layered system in almost the same way as for a damped single degree of freedom system. In addition, a new index called a modal response factor is presented to demonstrate its usefulness and some comments are discussed for laboratory experiments.

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In order to investigate seismic behavior of a rock tunnel, earthquake observations have been carried out in the Shin Usami Tunnel of JNR's Line, located in Ito City of Shizuoka prefecture. From an analysis of earthquake records observed from July 1983 to June 1985, the following results were obtained.
(1) The direction of the predominant motion of an earthquake in rock which lies sufficiently deep below the surface is not necessarily closely related to the direction of the epicenter.
(2) As for the propagation of an earthquake, the primary wave of the initial motion and the shear wave of the main motion propagate in the upward direction nearly vertically.
(3) The frequencies at the peaks of the amplification function are constant and not influenced by the properties of the earthquake. In the horizontal plane of the rock around a tunnel, no noticeable amplification of the earthquake wave can be seen even in the vicinity of a cavern.
(4) In the cross section of a tunnel, the shearing deformation is significant.

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A relatively simple 5-DOF model is used to demonstrate the nature of partial uplift in the case of medium-frequency structure-soil system. A global-level displacement-type criterion of uplift is introduced together with a concept of instantaneous effective radius. Under the action of severe yet possible ground motions (horizontal and vertical accelerations), it is demonstrated that uplifting tends to be triggered by large input pulses. Structure-soil interaction at full-contact condition proves capable of preventing or controlling uplift, however. When it occurs, uplift reduces structural stresses but increases soil pressures and rigid-body displacements. While some finite-element models are available that are analytically more refined, the present simple model may be well suited to the evaluation of uplift effects-both positive and negative-on preliminary design configurations.

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Analysis of seismic response of pipelines buried in surface layer with irregular boundaries is presented here. A soil layer model which consists of two-dimensional upper and lower layers is solved by using the boundary element method for SH-type earthquakes. For the excitation of surrounding soil, strain and joint expansion of pipes under imperfect bonding at soil-pipe interface are analyzed. Results show that proposed method is fairly proper to express the phenomenon of strain concentration at the joints of pipes and a conventional aseismic design guideline overestimates the strain of slipped pipe for irregularly bounded layers.

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The dynamic behavior of a liquid storage tank placed on an elastic foundation is studied analytically and experimentally. The coupled method of FEM-BEM is firstly developed for the dynamic analysis of the fluid-structure-foundation coupled system and the accuracy of the method is demonstrated for the sloshing, ovaling and rocking oscillations. The results of the numerical analysis are compared with the results of experiments conducted with a flexible cylindrical tank placed on an elastic foundation. The effects of the flexibility of the foundation are finally investigated on the dynamic characteristics of coupled motion of the tank.

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Very often there are two or more trucks present on the highway bridge, and the effect of their interaction on total fatigue damage to a bridge detail occurs in a non-linear fashion. This interaction-effect in a single-lane loading has been studied in terms of “multiple presence fatigue factor”, γ_M. Explicit analytical expressions have been obtained for γ_M using renewal point process load with equal magnitude. Distribution of the headway distance between successive trucks has been found to have a significant effect on this factor. For normal traffic conditions, it has been found that the interaction effect in a single-lane loading is not so significant, and can be neglected for the practical design purposes.

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Composite steel deck system with Steel Fiber Reinforced Concrete (SFRC) has been developed, aiming to improve the durability of deck pavement and the rigidity of steel deck on highway bridges.
The durability of SFRC was clarified through the static and cyclic loading tests using a full scale test bridge, and the measurements were taken on an actual highway bridge in order to confirm its composite effects.
Consequently, it became clear that the structure showed composite behavior with high rigidity not only in floor system but also in main structural system.

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The explicit stiffness equations and the corresponding differential equations are formulated for a truss and a non-warping beam in the framework of the linearized finite displacement theory. The derivation is consistent with the theory of thin-walled members. One main objective is to show the exact correspondence between the stiffness equations and the differential equations with their boundary conditions. An alternative scheme of deriving the stiffness matrices is given as the direct modification of the already obtained matrix of thin-walled members.

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In a stiffened arch bridge, a fatigue crack was detected at a plate connecting the top flange of an end floor beam to the main girder. In this paper, the stress which induced the fatigue crack is evaluated by the three-dimensional framed-structural analysis of the stiffened arch bridge, and then the relation between the stress and its overall behavior is discussed.

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The collocation method for wave propagation problems of elastic shells of revolution is developed. This is a weighted residual method in which the collocation points are taken at the roots of orthogonal polynomial.
In this paper the collocation method is employed to replace a partial differential equations by a system of ordinary differential equations in time, and the resulting equations are solved by two different numerical methods of time integration: an implicit (Houbolt) method and an explicit (second order central difference) method.
The versatility and accuracy is illustrated through several numerical examples. The method appears to be relatively easy to formulate and gives satisfactory results.

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To accommodate for the increase of traffic volume on load way bridges, side way bridges have been constructed in parallel with old bridges. Most bridges of this type have parallel beams connected by cross beams and comparatively large L/B ratio. Side way bridges of this type have the hazard of overall buckling at the erection stage. In order to accommodate this hazard, the following investigations and studies are carried out. First, the design data of existing side way bridges are surveyed. Next, simplified formulas for overall buckling strength are derived and the required stiffness γ is proposed. And, parallel beams under one or two equal concentrated loads are tested to investigate the ultimate load behavior. The value of γ is examined by experiments. The design recommendations are lastly proposed as a results of study.

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The purpose of this paper is to describe the method of three dimensional analysis of girder bridges with arbitrary configuration, and to present the response of straight, curved or skewed composite I-girder bridges for design loads. The method is based on finite element scheme in which floor slab is idealized in bending plate elements, main girders are in beam elements and eccentric connections between floor slab and main girders are treated by that beam elements consider off-set beam elements. Applying this method to analyze straight, curved or skewed composite I-girder bridges, actual behaviours of those are investigated. Resulting deformations and stresses are compared with that obtained from the grillage analysis which has been used in the ordinary design procedures, while effects of lateral bracing on the response by primary loads are also discussed.

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In this paper two kinds of singular functions are derived to analyze bending problems of plates with cracks. Assume that an infinite thin elastic plate lies on the xy plane and that the plate contains a crack of length 2a along the y-axis and are loaded on the crack surfaces only. One of the singular functions W₁ (x, y, a) is a deflection function in which the slope dW/dx is discontinuous on the crack opening line (-a, a) and deflection, bending moments and shearing forces are continuous. Another is the deflection W₂ (x, y, a) of the plate which is discontinuous only on the crack opening. Substituting arbiterary values a_j into a of the singular functions and superposing these functions, practical cracks in the plate are realized.

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A dynamic analysis method of frame-structure with elastic nodes and supports is proposed to evaluate its natural frequencies and mode shapes. In this study, the theoretical development of the analysis for three-dimensional beam structures is mainly noticed, which has been applied to the case of continuous girder bridges before. The basic unknowns of equations are integral constants in general solutions same as before, whereas bending, torsional and axial forces and deformations are taken into considerations. Nodal imperfections between beam member as well as support restrictions are modeled by using each elastic springs so that the dynamic properties of the structure with these conditions can be accurately estimated in the analysis. The method composed herein will be highly useful to the dynamic analysis of such structures, e. g. highway bridges, buildings, etc.

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In the present paper the causes of the noise radiated from the railway track under the running vehicles are discussed. The unevenness of rail surfaces was measured precisely by the roughness meter and the corrugations with the amplitude of less than 10m and the wave length of 5 through 10cm were detected. The elastic constants between the wheel and the rail were also estimated by applying the load through the wheel to the rail head which was moved by every 1cm. It was found that they are scattered in the mode of Gaussian dispersion. The standard deviation of the depression between the wheel and the rail amounts to 7.6m and this deviation is presumed also to be the cause of the vibration of the rail under the running vehicles.

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This paper is mainly concerned with the proposal of a high precision sector plate element having two opposite circumferential free edges and other two radial edges which are able to afford arbitrary displacements and forces. In the analysis of one way multi-span curved plate structures having arbitrary supporting conditions, if such a large-size plate element is adopted, the number of freedom needed for numerical analysis can be drastically reduced as compared with FEM. Stiffness matrix of the element has been introduced by way of combining analytical method and numerical method (point-matching method). In addition, this paper tries to make use of a stiffness matrix method combined with relaxation technique in order to connect these elements. By using this method, a small computer can be effectively used without limiting the number of spans of continuous structures.

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A number of research works on the vibration of bridges by running mass have been made in the past, in which the natural mode of bridges was assumed to be unchanged by running mass. This paper shows an analytical method on the vibration of arch bridges considering the time series of changing mode under running mass. Furthermore, the dynamic characteristics of arch bridges in high speed range and the influence of the changed mode on the dynamic response were examined by considering various running mass.

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The subject of this paper is to analyze the stress concentrations near the tip of a crack traversing a plate in uniform tension or shear. A method is presented to construct the transient interval at crack tip where both the crack opening displacement and the finite stress concentrations appear. The stress functions of this type are more suitable than Dugdale's assumption to analyze the crack problems contained in materials such as concrete or rock. Several numerical examples are shown to represent the possible stress distributions and crack opening displacement shapes along the crack line.

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Fundamentals on transfer matrix method were established durling 1950's, and problems on round-off errors have already been pointed out. Although the solution method is of little interest from a viewpoint of practical application, it is recognized that transfer matrix method provides exact solution for ordinary differential equations based on various theories of structural members and the improvement of intermediate condition procedure is an important subject.
In this paper, an intermediate condition procedure in ordinary and modified transfer matrix method, which one of the authors studied previously, is investigated. Effectiveness of the procedure is confirmed by numerical results on statically indeterminate beam, multi-cell box girder and grillage girder bridge.

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Inspection and repairing of slabs of highway bridges suffering from deterioration are the most important tasks among road management works. In Japan, many road authorities have their own codes of practice for the inspection. However, criteria for the deterioration in these codes are set up empirically by visual inspection of some factors such as crack density, crack width or crack pattern. Therefore, it is required to establish a rational criterion. The authors have judged deflection of slabs to be the most useful index for deterioration of the slabs and proposed a rational evaluation method by the deflections. Furthermore, by finding a good correlation between the deflections of the slabs and the crack densities on the bottom surfaces of the slabs, a useful rating equation by the crack density is also proposed.

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New analytical methods for trusses with nonlinear materials are presented by using energy principles and sequential quadratic programming (SQP) algorithms. The analytical problem of nonlinear truss is formulated as the total potential or complementary energy minimization problem and minimized with respect to the displacements of panel points or member forces respectively by using modified SOP algorithms. The formulations of the energy methods are quite simple and the methods can be applicable for any types of nonlinear material problems. Computational results for 3-31 bar statically indeterminate trusses with several types of nonlinear materials show that convergency and reliability of the method based on the complementary energy minimization is most excellent and the final results of nonlinear truss analyses can be obtained less than 2/3-1/3 of computational efforts compared with the incremental load method.

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South Bisan-seto Bridge is a long span suspension bridge whose anchorages are all located in the sea. They are tall and heavy; accordingly, their eigenfrequencies are low and these may become close to those of the towers. The coupling between these structures is very harmful. On the other hand, the mechanical properties of the ground are difficult to know and the precision of the estimation remains relatively poor. It is therefore indispensable to examine the dynamical properties of the anchorages by means of in situ measurement of vibrations. Natural vibrations of an anchorage are observed and its eigenfrequencies identified. It is concluded that the frequencies of the anchorage are considerably high and the reestimated stiffness of the ground agrees well with that which was formerly obtained from the elastic wave velocity data of the neighboring ground.

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The ultimate strength of concrete filled rectangular steel tubes under the combined actions of axial compressive forces and bending moments, so-referred to as the composite beam-columns, is analyzed on the basis of computer program by using CDC method. In this method, both the initial imperfections such as residual stress and initial deflection of steel tubular plates and the non-linear behaviors of steel plates and encased concrete materials are exactly taken into the considerations. Through the various numerical calculations, the properties and variations of ultimate strength for the composite beamcolumns due to initial imperfections, cross-sectional configurations, slenderness parameters, load contribution factors between steel and concrete as well as applied load ratio are inquired. Based upon these parametric analyses, the approximate and practical interaction curves between applied axial compressive force and bending moment are investigated and their validities are checked in comparison with the design codes of DIN 18806 and BS 5400 Part 5.

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An alternative method for calculating the two-dimensional scattering of P, SV and SH waves by near-surface inhomogeneities is presented. As problems are classified into the elastodynamic problems in a half-space, the BEM formulation based on a fundamental solution in a half-space is usually employed. A fundamental solution of the SH wave field in a half-space is obtained with no difficulty, but the problem of the P and SV wave fields in a half-space is of complicated nature.
In the present paper, we replace an infinite stress-free surface in a half-space by a trancated boundary of finite length and propose a method to apply the fundamental solution in an infinite space to the problems in a half-space. On the basis of the indirect boundary element method formulation, the feasibility of the method presented is investigated by solving several problems of P, SV and SH wave fields.

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The paper deals with the mechanism of collapse of plate girders in bending caused by the flange local buckling. Particular consideration is given to the evaluation of web rigidity for the vertical buckling of flange. The web rigidity is replaced to the equivalent spring constant which is connected with web deflection. Thus, ultimate bending moment of plate girders is obtained through the buckling analysis of flange which is supported elastically by the spring.
For the experimental results, the method of the analysis can explain very well the failure mode of plate girders caused by vertical buckling of flange.

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This paper describes a statistical approach to the assessment of fatigue strength of long and large parallel wire cables for cable stayed bridges. A statistical analysis of two sets of fatigue test data for single wires lead to an establishment of a mathematical presentation of probabilistic Woehler curves for element wires (sample pieces). Assuming that a cable is made up of a randam group of the sample pieces, the 5% fractile fatigue strength of a 500 meter long parallel wire cable with 421 wires of 7mm diameter has been estimated to be 23kg/mm² under an upper stress of 45% of GUTS.

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The purpose of this paper is to present a practical computational method to determine cable prestresses of cable-stayed bridges.
In order to determine cable prestresses a cost function is introduced as the objective function instead of the compatibility condition to which no consideration need to be given. It is shown that the solution is easily obtained from an usual structural analysis of a statically-indeterminate system using modified cross sectional properties of members which depend on costs and allowable stresses of used materials.
A simple method to satifsy constraints which are introduced in order that the solution is acceptable for the design is also described.

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The designed stresses and cambers of cable stayed bridges must be determined based on its designed values by adjusting cable lengths under construction. To adjust the cables, many requirements such as cambers, cable tensions, workabilities and so on must be simultaneously taken into consideration. This results in difficulty to determine the optimum cable adjustments on the balance of these requirements. In this study, an attempt is made to determine the optimum cable adjustments by applying the multiobjective programming method. Some simulations are carried out to demonstrate the efficiency and applicability of the method developed herein. The results show that the proposed method is very reliable and available to determine the optimum cable adjustments.

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