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Despite the great development in the manufacture of the helical pile and the development of their use, especially in transmission towers and wind turbines, there is little research on their lateral behavior. In this laboratory study investigate the behavior of screw piles group (2×1) and (1×2) with the spacing to the diameter of helix ratio (S/Dh =1.5, 3, and 4.5) having a diameter (10 mm) and embedded length to diameter ratio (L/D = 40) by using single and double helix embedded in soft clay and extend to stiff clay under a cyclic lateral load of frequency (0.2 Hz). The results showed that increasing the distance between the piles had a great effect on increasing the lateral resistance. the increase of pile spacing in the groups from (1.5 Dh) to (3 and 4.5 Dh) increases the lateral resistance about 34-38% and 50% respectively. Also, from result showed that the group (2×1) gave a lateral resistance more than the group (1×2) about 11% for single helix and about 6% for a double helix, and for the same spacing and configuration the screw pile with double helix gives an increase in lateral resistance about 5-10 % from the single helix.

This study aims to investigate the behaviour of concrete filled composite walls (CF-CWs) without any boundary elements under lateral loading and combined axial and lateral loading. Under this objective, an experimental programme was set covering both compact and slender CF-CWs utilising different connector types and arrangements. Specimens were designed with the aspect ratio (height to width ratio) of 1.9 so that the in-plane flexural behaviour dominated the failure modes. Meanwhile, for the combined loading, different axial load ratios (n) were applied to the specimens in order to investigate the effects of axial load and the relative lateral load-displacement responses. An extensive numerical study was conducted following the experiments with over one hundred three-dimensional finite element models. The simulations involved S690 high-strength steel together with high-strength concrete C100. The accuracy of the models was validated with the experimental results. The experimental and numerical outcomes were presented, analysed and discussed in detail. In addition, design provisions were proposed to calculate the in-plane flexural capacity of CF-CWs without boundary elements with different aspect ratios. The design recommendations can be applied to the CF-CWs with mild steel as well as high-strength steel up to S690. The validity of the recommendations was examined by this study and the available data from the previous literature. • The tested CF-CW specimens possessed satisfactory mechanical performance under static lateral load as well as combined load. • The developed numerical models included concrete deletion which can capture the failure modes of the specimens precisely. • The flexural capacity of the composite walls increased with the increasing of the axial load ratio up to 30%. • The proposed method can predict the capacity reasonably well for mild steel and high-strength steel CF-CWs. [ABSTRACT FROM AUTHOR]

One of the most common methods to analyze and design monopiles under lateral load is load-displacement curves, particularly the p-y curves, at different locations of the structure. Thus, in order to investigate the soil-monopile behavior and interaction under lateral load is physically modeled and tested by utilizing the Geotechnical Centrifuge of Tehran University in the Ng space. In this study, five modeling tests are designed by considering the following two parameters with changes in their values and ratios: the penetration depth of the pile in soil (L) and the free length of the pile (e). The existing p-y curves in API are extracted and compared to experimental curves to observe differences and make the necessary modifications.

This paper sheds the light on the interaction between piles under lateral loading conditions embedded in sandy soils and adjacent to cavities. The experimental study comprised a full laboratory testing programme carried out on small scale piles embedded in a soil mass with predetermined cavities. The experimental model has the capability to investigate the effect of different cavity locations on the ultimate pile resistances, bending moment along the pile length and pile rotation with the y-axis. Eighteen cavity locations were chosen in order to obtain a thorough investigation on how the ultimate load capacity of single piles is affected by their presence in sandy soil. It is concluded that reductions in pile capacities caused by cavity presence was ranged from 0 to 43.3% for the active side of pile while on the passive side was from 1.8 to 22%. No effect on pile capacities was registered for cavities located under the pile base. Pile settlement, bending moment and rotation values were also influenced by the presence of cavities in different ratios. [ABSTRACT FROM AUTHOR]

This paper presents a parametric study on the effect of pile batter angles and soil/pile properties on the response of laterally loaded battered piles in sand using the Strain Wedge (SW) formulation. The SW model determines the lateral behavior of battered piles and the corresponding p-y curves based on soil-pile interaction. The methodology employed is validated using battered piles in sand by centrifuge model tests. The results showed that change of soil and pile properties has a significant influence on the response of laterally loaded battered piles. The lateral capacity of battered piles is highly affected by the batter angle and sand relative density. Negatively battered piles maintain a significantly higher bearing capacity than vertical piles in the range from zero to minus seven degrees of pile battering, followed by a less rate of increase in the lateral capacity with larger angels of battering. However, the bearing capacity of positively battered piles is generally less than that of vertical piles. In addition, the calculated response of laterally loaded piles was significantly affected by the pile flexure rigidity and the shape of the pile cross-section. [ABSTRACT FROM AUTHOR]

In recent years, strengthening of steel square hollow sections (SHSs) using carbon fiber-reinforced polymer (CFRP) has attracted the attention of many researchers. Most previous research in this field has been conducted on the behavior of steel members without deficiency in bending, shear and compression, strengthened using CFRP composites. Few studies have been conducted on steel members with deficiency strengthened using CFRP and to the author's knowledge, no research on the behavior of CFRP-strengthened deficient hollow steel members subjected to combined lateral and torsional loading has been presented. The deficiency in steel members may be created due to the errors caused by construction, fatigue cracking, drilling after building for passing of building installations, corrosion, earthquake damage,... and so on. However, this study explored the effect of the use of adhesively bonded CFRP flexible sheets on the structural behavior of SHS steel members having initial deficiencies subjected to combined lateral and torsional loading, using numerical investigation. To study the effects of CFRP strengthening method on recovering the strength lost in the deficient members, seventeen specimens, twelve of which were strengthened using CFRP sheets, were analyzed. To analyze the steel members, three-dimensional (3D) modeling and non-linear static analysis using ANSYS software were applied. The results indicated that the application of CFRP sheets for strengthening of deficient hollow steel members under combined lateral and torsional loading could significantly recover the strength lost due to deficiency. [ABSTRACT FROM AUTHOR]

The cast-in-place large diameter thin-wall pipe pile (PCC pile) has been widely used in many soft soil foundation treatment projects, and more and more in non-soft soil areas. But the bearing capacity under lateral load hasn't been studied well, and that of reinforced PCC pile has been much less studied. Based on the experimental study on lateral capacity of reinforced PCC pile in non-soft ground, through the field lateral static load test, we calculated the stress and strain at different positions of the pile and the bending moment of the pile body through the steel bar meter embedded on the steel cage of pile body during the test, and studied the stress characteristics of lateral bearing capacity of pile body. The test results show that the reinforced PCC piles have great lateral bearing capacity. Under lateral load, the force of reinforced PCC piles mainly concentrated on the upper part of the pile. The maximum bending moment depth increases with the increase of loading force, which is similar to the concrete cast-in-place pile, and provides experimental support for the popularization and application of this pile type. [ABSTRACT FROM AUTHOR]

Masonry infilled wall panels are commonly used as internal partitions or external curtain walls within building frames. These infill panels are generally treated as non-structural elements as quantification of their strength and stiffness is varied and difficult. Interface properties between masonry infill and building frame play an important role in the lateral performance of masonry infilled frames. Behavior of masonry infilled frames have been studied since 1960s experimentally as well as analytically. However, studies to determine the properties of the interface between the masonry infill and the building frame elements are very few. In this study, 28 concrete masonry unit (CMU) samples consisting of solid, lightweight and hollow CMU blocks were tested under lateral load to determine the interface stiffness at three different locations (i.e. frame bottom, side and top) of a reinforced concrete (R/C) frame under varying normal load as well as presence or otherwise of steel shear connectors. The experimental data was analyzed and compared to delineate effect of different parameters on interface stiffness. Experimental results showed that the interface stiffness varied widely for the three types of CMU blocks at various interface locations. The use of shear connectors in the top and side interface specimen increased the interface stiffness considerably as compared to the samples without shear connectors. Similarly, normal load increased the interface stiffness of the bottom specimen as compared to the ones without normal load. Interface stiffness determined from these experimental results can be used for accurate modeling and analysis of CMU infilled R/C frames. [ABSTRACT FROM AUTHOR]

A semianalytical method is developed to obtain the dynamic response of laterally loaded piles in a multilayered soil. In the analysis, the soil is modeled as a three-dimensional viscoelastic continuum with frequency-independent hysteretic material damping and the pile as a circular elastic Timoshenko beam. Unlike the Euler-Bernoulli beam that is conventionally used to model laterally loaded piles in various analytical, semianalytical, and numerical studies, the Timoshenko beam theory accounts for the effect of shear deformation and rotatory inertia within the pile cross-section that might be important for modeling short stubby piles with solid or hollow cross-sections and piles subjected to high frequency of loading. In the analysis, the soil displacements in the horizontal direction are expressed as products of separable functions, and the extended Hamilton's principle in conjunction with the calculus of variations is used to obtain two sets of coupled differential equations governing pile and soil motions along with the relevant boundary conditions. The coupled equations are solved analytically and numerically following an iterative algorithm. The differential equation and boundary conditions governing pile motion are progressively reduced to model the pile as a Rayleigh beam and a Euler-Bernoulli beam; thus, a unified framework incorporating various beam theories for the dynamic soil-structure interaction of laterally loaded piles in a multilayered soil is developed. The accuracy of the present analysis is verified against the results of several analytical and numerical solutions available in the literature. It is shown from the solved example problems that rotatory inertia has practically no effect on the dynamic response of piles, whereas there is some effect of shear deformation on the response of piles with hollow cross-sections. [ABSTRACT FROM AUTHOR]

This study presents a new beam-column model comprising material nonlinearity and joint flexibility to predict the nonlinear response of reinforced concrete structures. The nonlinear behavior of connections has an outstanding role on the nonlinear response of reinforced concrete structures. In presented research, the joint flexibility is considered applying a rotational spring at each end of the member. To derive the moment-rotation behavior of beam-column connections, the relative rotations produced by the relative slip of flexural reinforcement in the joint and the flexural cracking of the beam end are taken into consideration. Furthermore, the considered spread plasticity model, unlike the previous models that have been developed based on the linear moment distribution subjected to lateral loads includes both lateral and gravity load effects, simultaneously. To confirm the accuracy of the proposed methodology, a simply-supported test beam and three reinforced concrete frames are considered. Pushover and nonlinear dynamic analysis of three numerical examples are performed. In these examples the nonlinear behavior of connections and the material nonlinearity using the proposed methodology and also linear flexibility model with different number of elements for each member and fiber based distributed plasticity model with different number of integration points are simulated. Comparing the results of the proposed methodology with those of the aforementioned models describes that suggested model that only uses one element for each member can appropriately estimate the nonlinear behavior of reinforced concrete structures. [ABSTRACT FROM AUTHOR]

Bracing systems have been widely used in steel and reinforced concrete structures for lateral load resistance. Minimum required stiffness, logical topology and material properties of these braces can be combined to determine an optimal bracing scheme. A classic methodology considering soil- structure interaction (SSI) is proposed in this paper to minimise the material requirement to brace steel frames. The optimisation algorithm is based on elimination of elements with minimal strain energy densities. The proposed optimisation algorithm was applied on a conventionally designed concentric steel frame structure. Non-effective quadrilateral steel elements from the braced bays were eliminated gradually and a final layout for the optimal topology was selected. It is shown that the modified structure saves 25.9 percent and 63.6 percent material, respectively, for bracing two bays and one complete frame in all its bays without considering SSI. The material saving increases further by considering SSI. [ABSTRACT FROM AUTHOR]

The main goal of this paper is to present an executed research experiment, planned to include a group of 15, one-third scale, one-bay, two-storey reinforced concrete (RC) frame specimens infilled with masonries with different stiffness. The aim of the complete research experiment was to analyse, in accordance with the international scientific research trend, the behaviour of masonry infilled concrete frames for earthquake action, particularly for cyclic lateral loading under and over the appearance of the main continuous diagonal, corner- to-corner cracks. In the first step the infilled frames were loaded in one direction with monotonic increasing lateral loads. In the second step of the research the infilled frames were investigated in two lateral directions in cases of cyclic top loading with different load histories. This paper shows the conclusions of the experimental programme. [ABSTRACT FROM AUTHOR]

This paper presents an application of nonlinear strut-and-tie model (NSTM) with bond-slip effect for analysis of reinforced concrete (RC) interior beam-column joints under lateral loading. The conventional STM is a calculation based on the force method exhibiting the internal forces in each component, it is unable to capture an inelastic response when RC beam-column joints undergo large displacement. Test results of three similar interior beam-column subassemblage frames with Grade400, Grade400s and Grade500 of longitudinal reinforcement bar, were used to verify the applicability of the NSTM, respectively. In the joint region, nonlinear links of concrete and steel bar with bond-slip effect were applied to simulate a load-displacement response. The results, such as maximum loading capacity, lateral load-story drift relation and failure mode, obtained from both NSTM models and laboratory experiments were compared. It was found that the results from the analyses using the NSTM with bondslip effect agreed well with the experimental results. Furthermore, the demand-to-capacity ratios of the nonlinear links, which represents the distribution of the internal force in the NSTMs' joint region, exhibit the failure location and the failure mode that compatible with the experimental result. Hence, the proposed model is capable of predicting the strength of interior beam-column joint of RC frames under lateral loading. [ABSTRACT FROM AUTHOR]

This study presents a new beam-column model comprising material nonlinearity and joint flexibility to predict the nonlinear response of reinforced concrete structures. The nonlinear behavior of connections has an outstanding role on the nonlinear response of reinforced concrete structures. In presented research, the joint flexibility is considered applying a rotational spring at each end of the member. To derive the moment-rotation behavior of beam-column connections, the relative rotations produced by the relative slip of flexural reinforcement in the joint and the flexural cracking of the beam end are taken into consideration. Furthermore, the considered spread plasticity model, unlike the previous models that have been developed based on the linear moment distribution subjected to lateral loads includes both lateral and gravity load effects, simultaneously. To confirm the accuracy of the proposed methodology, a simply-supported test beam and three reinforced concrete frames are considered. Pushover and nonlinear dynamic analysis of three numerical examples are performed. In these examples the nonlinear behavior of connections and the material nonlinearity using the proposed methodology and also linear flexibility model with different number of elements for each member and fiber based distributed plasticity model with different number of integration points are simulated. Comparing the results of the proposed methodology with those of the aforementioned models describes that suggested model that only uses one element for each member can appropriately estimate the nonlinear behavior of reinforced concrete structures. [ABSTRACT FROM AUTHOR]

The DCM-bored pile (DCM-BP) is a new kind of composite foundation formed by inserting a core-bored pile into a deep cement mixing (DCM) column socket, and the DCM-BP has only been used in a few projects to date. Unlike the conventional bored pile (CBP), the performance of the DCM-BP is enhanced by the surrounding cement-soil materials, which should result in a large change compared to that of the CBP. In this paper, a series of full-scale load tests on the DCM-BP were conducted to investigate the performance of the DCM-BP under lateral loads compared with that of the CBP. The lateral bearing characteristics of the DCM-BP and its advantages are presented in this study. Based on the test results, the DCM-BP displays a greater bearing capacity than that of the CBP, with much smaller lateral displacement under the same lateral load. Comparisons of the bending moments and lateral resistances of the DCM-BP and CBP were also analysed in detail. It is concluded that the DCM-BP has considerable advantages over the CBP because the DCM-BP improves the surrounding lateral resistance and enhances the performance of the core bored pile. [ABSTRACT FROM AUTHOR]

Pile foundations for energy infrastructure, such as electric transmission towers, offshore platforms, or wind turbines, are usually rigid and close to the lateral response of rigid shafts. This paper presented an analysis method for the deflection of laterally loaded rigid pile in cohesive soil. The proposed method considers a broken-line variation of the ultimate horizontal soil resistance with depth. According to the elastic-perfectly plastic constitutive law and some calculation assumptions, there are four cases occurred with the increase of lateral load. For greater generality, the solutions have been given in dimensionless form. Comparing with numerical simulation and full-scale tests, the reasonability of the proposed method is demonstrated. The proposed method offers a simple alternative approach to the deflection of laterally loaded rigid pile in cohesive soil. [ABSTRACT FROM AUTHOR]

The nonlinear analysis of piles subjected to lateral load is of significance for pile foundation design. In this paper, a novel conical strain wedge (CSW) model is proposed to simulate the pile-soil interaction and a nonlinear analysis of laterally loaded monopiles in layered soils is performed. The superiority of the CSW model is that it has higher accuracy in simulating stress states of the soil by taking into account the tangential shear stress around the front surface of the wedge soil and its circular cross-section is more consistent with the failure pattern. The efficiency and accuracy of the proposed CSW method are verified by comparison with the measurement results of four field tests, including sandy soil, normally consolidated (NC) clay and over-consolidated (OC) clay cases. Finally, a comprehensive parametric study is conducted to investigate the sensitivity of some input parameters. The results indicate that (1) the correction factor of the mobilized friction angle for different soil types is recommended as 0.2. (2) as the lateral load rises, the soil mobilized friction angle at various depths increases and tends to the ultimate friction angle. Under the same load situation, the soil mobilized friction angle decreases as depth increases. (3) the pile deformation is significantly influenced by the burial depth ratio of the pile. • A novel model called the conical strain wedge (CSW) model is proposed to simulate the pile-soil interaction. • A nonlinear algorithm based on the CSW model is presented to analyse the laterally loaded pile. • Applicability and superiority of the CSW model are discussed. • There exists a critical depth for pile, and the pile mainly deforms within this depth range. • The burial depth ratio of the pile significantly affects the pile deformation. [ABSTRACT FROM AUTHOR]

The mechanically lined pipe, which consists of a thin non-corrosive liner and a carbon steel pipe, is an economical way to transport acidic fluid in offshore applications. However, it is prone to lateral loading and potentially develops plastic collapse and liner separation during the operational stage. The present study examines its crushing performance using small-scale 2-inch lined pipes manufactured by a customized hydroforming facility. The lined pipes comprised a seamless GB45 carbon steel tube and a grade T2 copper liner. Four ring specimens extracted from lined pipes and two single-layer rings were crushed on a universal testing machine in a quasi-static manner. The tube was found to develop an ovalized shape initially and then changed into a "∞" shape in the end. The carrier and liner were found to stay together throughout the crushing process, with slight liner separation taking place. The manufacture and lateral collapse processes were also reproduced with finite element models and nonlinear analytical formulation. The analytical model was established based on the principle of virtual work and nonlinear ring theory, assuming small strain and finite rotation. It showed that the analytical and numerical simulation results agreed with the experimental results. The influence of major parameters of the problem was also studied based on the full-scale lined pipe. Amongst other findings, manufacture-related plastic hardening is shown to affect the load-carrying capacity and the growth of separation during lateral collapse. • Small-scale MLP, made of GB45 steel pipe and T2 copper liner, were manufactured, and lateral crushing tests were conducted. • A nonlinear analytical model was established based on the PVW, nonlinear ring theory, and J 2 flow theory of plasticity. • Parametric studies were performed on load-carrying capacity and the liner separation evolution during the lateral collapse. [ABSTRACT FROM AUTHOR]

This paper presents an experimental study for the behavior and ductility of H.S.R.C frames. The experimental program was conducted on five specimens (frames). F1 is a control specimen consisting of beam with cross section 12 × 20 cm and length 1.85 m and two columns with cross section 12 × 20 cm and height 1.5 m. In the second specimen (F2) the depth of beam is changed from 20 cm to 30 cm but in the third specimen (F3) the dimensions of columns are changed to 12 × 30 cm while in the fourth specimen (F4) the aspect ratio h/L (height to length of panel) of frame is changed from 0.81 to 0.625. The fifth specimen (F5) has different details of connections between columns and beam. The stirrups are arranged in half spacing distance at connection with respect to the regular distance of all columns and beams. The dimension of frames is selected to represent half scale frames and tested under cyclic loading. All specimens of the experimental program are tested in the reinforced concrete testing laboratory at Housing and Building National Research Center in Cairo. The results of the tests and the analysis of the obtained results are represented in different ways. The ductility factor (R) of high strength concrete frames for frames F1, F2, F3, F4 and F5 is 8.96, 7.48, 5.59, 6.24 and 8.87 respectively.

This study was focused on the performance of the pile force at the lateral load of an arched bridge. The effect of the compression of arch bridges creates a large horizontal load. Therefore, it is one of the most important factors in the dimensioning of piles. The study aims to make a comparative study between the results obtained in the field, and those obtained by a 3D model defined as a Finite Element (FE) of a drilled pile, subjected to different lateral loads applied at exact time intervals. Moreover, the study was intended to determine the influence of the lateral load applied to a different pile diameter using the FE model. Thus, the unified FEA software Abaqus™ by Dassault systèmes® carried out various processing procedures, namely soil FE modeling, pile FE modeling, soil-pile interface, Mesh, and boundary conditions, to carry out an effective and predictive piles behavior analysis. Based on the Mohr-Coulomb criterion, the soil is considered to be stratified with elastoplastic behavior, whereas the Reinforcement Concrete Pile (RCP) was assumed to be linear isotropic elastic, integrating the concrete damage plasticity. Since the bridge is an arched bridge, the lateral load induced was applied to the head of the piles through a concentrated force to check the pile strength, for which the displacement, stress and strain were taken into account throughout, along the pile depth. The lateral displacement of the pile shows a deformation of the soil as a function of its depth, with different layers crossed with different lateral loads applied. Thus, from the study comparing the results of the FE measurements with the data measured in the field, added to the statistical analyses are as follows: Decrease of the displacement and stress according to the diameter, taking into account the different diameter. The foundations receive loads of the superstructure to be transmitted to the ground. Thus, the piles are generally used as a carrier transmitting loads on the ground. One of the important factors in the durability of the bridge depends more on the strength of these piles. This makes it necessary to study the reinforced concrete foundations because of their ability to resist loads of the structure, and the vertical and lateral loads applied to the structure. This implies an evaluation of the responses of the RCP according to the different lateral loads.

The post-tensioned (PT) flat plate slab system is commonly used in practice, and this simple and fast construction method is also considered to be a very efficient method because it can provide excellent deflection and crack control performance under a service load condition and consequently can be advantageous when applying to long-span structures. However, a detailed design guideline for evaluating the lateral behavior of the PT flat plate slab system is not available in current design codes. Thus, typical design methods used for conventional reinforced concrete (RC) flat plate slab structures have inevitably been adopted in practice for the lateral load design of PT flat plate structures. In the authors' previous studies, the unified equivalent frame method (UEFM) was proposed, which considers the combined effect of gravity and lateral loads for the lateral behavior analysis of RC flat plate slab structures. The aim of this study is to extend the concept of the UEFM to the lateral analysis of PT flat plate slab structures. In addition, the stiffness reduction factors of torsional members on interior and exterior equivalent frames were newly introduced considering the effect of post-tensioning. Test results of various PT flat plate slabcolumn connection specimens were collected from literature, and compared to the analysis results estimated by the extended UEFM. [ABSTRACT FROM AUTHOR]

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Reinforced concrete shear walls are the main elements of resistance against lateral loads in reinforced concrete structures. These walls should not only provide sufficient resistance but also provide sufficient ductility in order to avoid brittle fracture, particularly under strong seismic loads. However, many reinforced concrete shear walls need to be stabilized and reinforced due to various reasons such as changes in requirements of seismic regulations, weaknesses in design and execution, passage of time, damaging environmental factors, patch of rebar in plastic hinges and in some cases failures and weaknesses caused by previous earthquakes or explosion loads. Recently, Fiber Reinforced Polymer (FRP) components have been extensively and successfully used in seismic improvement. This study reinforces FRP reinforced concrete shear walls and steel strips. CFRP and steel strips are evaluated by different yield and ultimate strength. Numerical and experimental studies are done on walls with scale 1/2. These walls are exposed to cyclic loading. Hysteresis curves of force, drift and strain of FRP strips are reviewed in order to compare results of numerical work and laboratory results. Both numerical and laboratory results show that CFRP and steel strips increase resistance, capacity and ductility of the structure. [ABSTRACT FROM AUTHOR]

This paper proposes a method for the nonlinear analysis of laterally loaded single reinforced concrete piles based on the beam-on-nonlinear-Winkler-foundation approach. A nonlinear fiber beam-column element is used to model the nonlinear behavior of a pile. The pile is divided into a series of segments, of which the cross section is assumed to be plane and normal to the longitudinal axis. The internal force of a segment is derived by integrating the nonlinear stress-strain relationships of all steel and concrete fibers within the cross section of the segment. The substructure technique is introduced to calculate the stiffness matrix of the segments. The nonlinear behavior of soils surrounding the pile is characterized by a modified strain wedge model. The results show that (1) the predicted results using the proposed method are consistent with the measurements for all three full-scale tested piles, and (2) updating the neutral axis of segments has a significant effect on the calculated lateral deflection; however, it has a slight effect on the calculated bending moment. Moreover, an empirical equation is derived from the numerical analyses for estimating the cracked flexural rigidity of bored piles subjected to lateral loading. [ABSTRACT FROM AUTHOR]

Thin-walled structures are widely used in aerospace, offshore, civil, marine and other engineering industries. Buckling of such thin-walled imperfection sensitive structures is a very important phenomenon to be considered during their design phase. Existing design guidelines, being the most known the NASA SP-8007 for cylinders dated from the late 1960's are currently used in the aerospace industry and employ conservative lower-bound knock-down factors. These empirically based lower-bound methods do not include important mechanical properties of laminated composite materials, such as the stacking sequence. New design approaches that allow taking full advantage of composite materials are therefore required. This study deals with buckling experiments of axially compressed, unstiffened carbon fiber–reinforced polymer (CFRP) cylinders with and without an additional lateral load. Two geometrically identical cylinders with the same layup were designed, manufactured and tested. Before testing, the thickness of the cylinders was measured with ultrasonic inspection and the geometry was measured utilizing a 3D scanning system based on photogrammetry. During testing, a digital image correlation system was employed to monitor deformations, strain gage readings and load-shortening data was taken. Modelling of shape mid-surface and thickness imperfections as well as fiber volume fraction correction are included into the Finite Element Analysis (FEA) of the test structures, and the experimental results are compared against FEA results. [ABSTRACT FROM AUTHOR]

Understanding the lateral load behavior of high-piled wharf is of practical value to structural design, and the horizontal load bearing capacity of the bent is essential to analyzing the behavior of the high-piled wharf. In this paper, finite element models of high-piled wharf are built in a general finite element software–ANSYS to investigate the lateral loading behavior. Parametric analyses have been performed on the working behavior of single pile with varying slopes and section sizes under different load levels. The behavior of bent with batter piles under different lateral loads is discussed. The formulas of lateral load vs. horizontal displacement for single pile and high-piled wharf are formulated and presented in this paper. The numerical simulation results of pile top displacement are found to be in good agreement with those predicted using the theoretical formula presented in this paper. These formulas, which describe the relationship between top displacement and stiffness, inclination and loads, can be useful to determine the horizontal load bearing capacity of the high-piled wharf with batter piles and can realize the real-time safety monitoring of the high-piled wharf for practical application. [ABSTRACT FROM AUTHOR]