Bending results of graphene origami reinforced doubly curved shell

The present work investigates higher order stress,strain and deformation analyses of a shear deformable doubly curved shell manufactures by a Copper(Cu)core reinforced with graphene origami auxetic metamaterial subjected to mechanical and thermal loads.The effective material properties of the graphene origami auxetic reinforced Cu matrix are developed using micromechanical models cooperate both material properties of graphene and Cu in terms of temperature,volume fraction and folding degree.The principle of virtual work is used to derive governing equations with accounting thermal loading.The numerical results are analytically obtained using Navier's technique to investigate impact of significant parameters such as thermal loading,graphene amount,folding degree and directional coordinate on the stress,strain and deformation responses of the structure.The graphene origami materials may be used in aerospace vehicles and structures and defence technology because of their low weight and high stiffness.A verification study is presented for approving the formulation,solution methodology and numerical results.

Resilient performance of self-centering hybrid rocking walls with curved interface under pseudo-static loading

Frame and rocking wall(FRW)structures have excellent resilient performance during earthquakes.However,the concrete at interfacial corners of rocking walls(RWs)is easily crushed due to local extreme compression during the rocking process.An innovative RW with a curved interface is proposed to prevent interfacial corners from producing local damage,enhancing its earthquake resilient performance(ERP).The precast wall panel with a curved interface is assembled into an integral self-centering hybrid rocking wall(SCRW)by two post-tensioned unbonded prestressed tendons.Moreover,two ordinary energy dissipation steel rebars and two shear reinforcements are arranged to increase the energy dissipation capacity and lateral resistance.Two SCRW specimens and one monolithic reinforced concrete(RC)shear wall(SW)were tested under pseudo-static loading to compare the ERPs of the proposed SCRW and the SW,focusing on studying the effect of the curved interface on the SCRW.The key resilient performance of rocking effects,failure modes,and hysteretic properties of the SCRW were explored.The results show that nonlinear deformations of the SCRW are concentrated along the interface between the SCRW and the foundation,avoiding damage within the SCRW.The restoring force provided by the prestressed tendons can effectively realize self-centering capacity with small residual deformation,and the resilient performance of the SCRW is better than that of monolithic SW.In addition,the curved interface of the SCRW makes the rocking center change and move inward,partially relieving the stress concentration and crush of concrete.The rocking range of the rocking center is about 41.4%of the width of the SCRW.

Unified analytical stressstrain curve for quasibrittle geomaterial in uniaxial tension, direct shear and uniaxial compression

Considering strain localization in the form of a narrow band initiated just at peak stress, three analytical expressions for stressstrain curves of quasibrittle geomaterial (such as rock and concrete) in uniaxial tension, direct shear and uniaxial compression were presented, respectively. The three derived stressstrain curves were generalized as a unified formula. Beyond the onset of strain localization, a linear strain-softening constitutive relation for localized band was assigned. The size of the band was controlled by internal or characteristic length according to gradient-dependent plasticity. Elastic strain within the entire specimen was assumed to be uniform and decreased with the increase of plastic strain in localized band. Total strain of the specimen was decomposed into elastic and plastic parts. Plastic strain of the specimen was the average value of plastic strains in localized band over the entire specimen. For different heights, the predicted softening branches of the relative stressstrain curves in uniaxial compression are consistent with the previously experimental results for normal concrete specimens. The present expressions for the post-peak stressdeformation curves in uniaxial tension and direct shear agree with the previously numerical results based on gradient-dependent plasticity.

On the calibration of a shear stress criterion for rock joints to represent the full stress-strain profile

Conventional numerical solutions developed to describe the geomechanical behavior of rock interfaces subjected to differential load emphasize peak and residual shear strengths.The detailed analysis of preand post-peak shear stress-displacement behavior is central to various time-dependent and dynamic rock mechanic problems such as rockbursts and structural instabilities in highly stressed conditions.The complete stress-displacement surface(CSDS)model was developed to describe analytically the pre-and post-peak behavior of rock interfaces under differential loads.Original formulations of the CSDS model required extensive curve-fitting iterations which limited its practical applicability and transparent integration into engineering tools.The present work proposes modifications to the CSDS model aimed at developing a comprehensive and modern calibration protocol to describe the complete shear stressdisplacement behavior of rock interfaces under differential loads.The proposed update to the CSDS model incorporates the concept of mobilized shear strength to enhance the post-peak formulations.Barton’s concepts of joint roughness coefficient(JRC)and joint compressive strength(JCS)are incorporated to facilitate empirical estimations for peak shear stress and normal closure relations.Triaxial/uniaxial compression test and direct shear test results are used to validate the updated model and exemplify the proposed calibration method.The results illustrate that the revised model successfully predicts the post-peak and complete axial stressestrain and shear stressedisplacement curves for rock joints.

APPROXIMATE VIBRATION ANALYSIS OF LAMINATED CURVED PANEL USING HIGHER-ORDER SHEAR DEFORMATION THEORY

An approximate analysis for free vibration of a laminated curved panel(shell)with four edges simply supported(SS2),is presented in this paper.The transverse shear deformation is considered by using a higher-order shear deformation theory.For solving the highly coupled partial differential governing equations and associated boundary conditions,a set of solution functions in the form of double trigonometric Fourier series,which are required to satisfy the geometry part of the considered boundary conditions,is assumed in advance.By applying the Galerkin procedure both to the governing equations and to the natural boundary conditions not satisfied by the assumed solution functions,an approximate solution,capable of providing a reliable prediction for the global response of the panel,is obtained.Numerical results of antisymmetric angle-ply as well as symmetric cross-ply and angle-ply laminated curved panels are presented and discussed.

A Comprehensive Investigation on Shear Performance of Improved Perfobond Connector

This paper presents an easily installed improved perfobond connector (PBL) designed to reduce the shearconcentration of PBL. The improvement of PBL lies in changing the straight penetrating rebar to the Z-typepenetrating rebar. To study the shear performance of improved PBL, two PBL test specimens which containstraight penetrating rebar and six improved PBL test specimens which contain Z-type penetrating rebars weredesigned and fabricated, and push-out tests of these eight test specimens were carried out to investigate andcompare the shear behavior of PBL. Additionally, Finite Element Analysis (FEA) models of the PBL specimenswere established and validated against the test results. Through FEA, the effects of concrete grade, perforatedplate’s aperture, Z-type penetrating rebar’s diameter, Z-type penetrating rebar’s bending angle, and bending lengthon shear behaviors were discussed. The results indicate that (1) Compared with PBL specimens with straightpenetrating rebars, Z-type penetrating rebar can significantly improve the shear resistance and shear stiffnessof the specimens. This enhanced performance can be mainly attributed to the increased adhesion of the transverserebar. (2) By comparing the load-slip curve, the slip of PBL test specimens which contain straight penetratingrebar increases rapidly and the bearing capacity decreases rapidly after concrete craking, while the bearingcapacity of Z-type penetrating rebar specimens decreases first and then increases gradually, showing betterductility. (3) The stress of the PBL shear connector with Z-type penetrating rebar is more uniform than thePBL shear connector with straight penetrating rebar, and the overall deformation is more uniform. (4) The higherthe concrete grade, the higher the shear bearing capacity and the better ductility of the new PBL. Increasing theaperture of the perforated plate or the diameter of the rebar has a very limited effect on the improvement of theshear capacity of PBL. Through the systematic analysis of the mechanical properties of Z-type penetrating rebarPBL specimen, the experimental reference is provided for improving the structure and design of new type PBL.

A Method for Elastic Shear Buckling Calculation of Curved Bridge Webs

Curved composite bridges and curved steel bridges have already been constructed around the world;however, the calculation for shear buckling of curved bridge webs generally uses the equations for straight bridge webs or just introduces a modification factor for bridge design. In this paper, the curved bridge web is equivalent to an isotropic cylindrical flat shell, and the double triangular series satisfying four-edge simply supported boundaries are used as the displacement function of the shell. Then by means of the Galerkin method, the analytical formula for elastic shear buckling stress of curved bridge webs is deduced. The parameter studies show that the shear buckling coefficient kc of curved bridge webs is positively correlated with the parameter h2 / (Rt), and negatively correlated with the length-height ratio l/ h. This implies that the elastic shear buckling stress of a curved bridge web is larger than that of an equivalent straight bridge web. For a curved bridge with the parameter h2 / (Rt) less than 2, the amount of increase is less than 4.5%. The elastic shear buckling stress of curved bridge webs can be estimated conservatively as the webs in straight bridges. While for a curved bridge with larger h2 / (Rt), using the equations for straight girders to calculate the elastic shear buckling stress is too conservative. The proposed formulas provide a more accurate estimation for shear buckling stress of curved bridge webs.

EFFECT OF TRANSVERSE SHEAR ON FINITE DEFORMATION OF GENERALLY LAMINATED SHALLOW SHELL WITH DOUBLE CURVATURE

Nonlinear equations of equilibrium for the titled shell of rectangular planform under transverse and inplane edge loads are derived by using the virtual work principle and expressed in terms of a stress function,the transverse displacement and two rotation functions.The sheU is elastically re- strained against rotation.A generalized double Fourier series solution is formulated for nonlinear bending of the shell.The Galerkin technique furnishes an infinite set of simultaneous nonlinear alge- braic equations for the above four variables,which can be truncated to obtain any desired degree of ac- curacy.Numerical results for antisymmetrically laminated angle-ply and cross-ply graphite-epoxy doubly curved panels are presented graphically for the transverse shear effect and various shell parame- ters and boundary conditions.The present results are also compared with available data.

Factors Influencing the Disturbed Flow Patterns Downstream of Curved Atherosclerotic Arteries

Pulsatile blood flows in curved atherosclerotic arteries are studied by computer simulations. Computations are carried out with various values of physiological parameters to examine the effects of flow parameters on the disturbed flow patterns downstream of a curved artery with a stenosis at the inner wall. The numerical results indicate a strong dependence of flow pattern on the blood viscosity and inlet flow rate, while the influence of the inlet flow profile to the flow pattern in downstream is negligible.

Free-Form Laminated Doubly-Curved Shells and Panels of Revolution Resting on Winkler-Pasternak Elastic Foundations: A 2-D GDQ Solution for Static and Free Vibration Analysis

This work presents the static and dynamic analyses of laminated doubly-curved shells and panels of revolution resting on Winkler-Pasternak elastic foundations using the Generalized Differential Quadrature (GDQ) method. The analyses are worked out considering the First-order Shear Deformation Theory (FSDT) for the above mentioned moderately thick structural elements. The effect of the shell curvatures is included from the beginning of the theory formulation in the kinematic model. The solutions are given in terms of generalized displacement components of points lying on the middle surface of the shell. Simple Rational Bézier curves are used to define the meridian curve of the revolution structures. The discretization of the system by means of the GDQ technique leads to a standard linear problem for the static analysis and to a standard linear eigenvalue problem for the dynamic analysis. Comparisons between the present formulation and the Reissner-Mindlin theory are presented. Furthermore, GDQ results are compared with those obtained by using commercial programs. Very good agreement is observed. Finally, new results are presented in order to investtigate the effects of the Winkler modulus, the Pasternak modulus and the inertia of the elastic foundation on the behavior of laminated shells of revolution.

Comparative Thermal Performance in SiO_(2)–H_(2)O and (MoS_(2)–SiO_(2))–H_(2)O Over a Curved Stretching Semi-Infinite Region: A Numerical Investigation

The investigation of Thermal performance in nanofluids and hybrid nanofluids over a curved stretching infinite region strengthens its roots in engineering and industry.Therefore,the comparative thermal analysis in SiO_(2)–H_(2)O and(MoS_(2)–SiO_(2))–H_(2)O is conducted over curved stretching surface.The model is reduced in the dimensional version via similarity transformation and then treated numerically.The velocity and thermal behavior for both the fluids is decorated against the preeminent parameters.From the analysis,it is examined that the motion of under consideration fluids declines against Fr and
.The thermal performance enhances for higher volumetric fraction and
.Further,it is noticed that thermal performance prevailed in(MoS_(2)–SiO_(2))–H_(2)O throughout the analysis.Therefore,(MoS_(2)–SiO_(2))–H_(2)O is better for industrial and engineering uses where high heat transfer is required to accomplished different processes of production.

钢-UHPC轻型组合结构短栓钉抗剪性能试验研究

通过6个钢-超高性能混凝土(ultra-high performance concrete,UHPC)轻型组合结构短栓钉推出试验,对其抗剪承载力、破坏形态、栓钉应变及荷载-滑移曲线进行了研究,探讨了栓钉直径、长度、数量以及界面黏结对短栓钉抗剪性能的影响规律.结果表明:所有试件均为栓钉根部剪切破坏,UHPC板除栓钉根部沿承压方向部分UHPC压碎外,其余部分保持完好,UHPC可以抵抗栓钉传递的高压应力;栓钉根部截面屈服后应力强化阶段明显,栓钉发生剪切破坏时,栓钉根部上侧应变超过3500με;长径比为2.0的短栓钉在UHPC中也能发挥全部强度;所有试件的荷载-滑移曲线分为弹性、弹塑性和塑性3个阶段,所有短栓钉的最大滑移量均小于4 mm,工程应用时应按照弹性剪力连接件进行设计;栓钉直径对栓钉抗剪性能提高最显著,直径16 mm的栓钉比直径13 mm的栓钉的抗剪承载力和极限滑移分别提高了46.4%和11%,弹性刚度和塑性刚度分别提高了35.8%和59.1%,增加栓钉长度和界面黏结能有效提高栓钉的剪切刚度,长径比为3.0的栓钉比长径比为2.5的栓钉的弹性刚度提高了12.3%,界面有黏结试件比界面无黏结试件的弹性刚度提高了17.4%;相同间距内,合理增加更多栓钉有利于提高整体抗剪强度,但会降低延性变形能力.最后,结合实验数据和国内外UHPC中栓钉推出试验结果,建立了UHPC中栓钉荷载-滑移曲线和抗剪承载力预测表达式,计算值与试验值吻合良好.

常泰长江大桥组合索塔锚固结构钢-混传剪构造足尺模型试验研究

常泰长江大桥索塔锚固结构采用钢箱-核芯混凝土组合结构,为研究该新型组合索塔锚固结构钢-混传剪构造的受力特性,进行钢-混传剪构造足尺模型试验研究。制作2个锚固结构足尺节段试验模型,通过压剪试验研究锚固结构的荷载~滑移曲线及应力、应变分布等受力特性,并通过有限元模型分析锚固结构的传力机理和各组件的内力分配比例,推导剪力钉剪力计算方法。结果表明:在2.14倍单索最大索力荷载作用下,锚固结构保持弹性状态,钢壁板未产生明显滑移,钢-混界面最大滑移不超过0.25 mm,该锚固结构中钢-混传剪构造至少具有2.14倍的安全系数;荷载作用下,剪力钉剪力从上至下逐渐增大,锚腹板附近底部3排剪力钉剪力较大,钢-混传剪构造至少存在剪力钉和界面摩擦力2种传剪机制,钢-混传剪构造的承载能力显著提高;钢-混传剪构造受力过程分为粘结力传力阶段和局部滑移阶段,剪力钉剪力分布不仅与沿剪切方向长度分布有关,也与荷载的大小线性相关。

装配式槽钢组合梁中开孔钢板连接件力学性能

为研究新型装配式双拼槽钢-混凝土组合梁中开孔钢板剪力连接件(PSP剪力连接件)的力学性能,设计7组标准试件并开展推出试验,对比分析不同参数PSP剪力连接件的受剪承载力和破坏模式。利用ABAQUS非线性有限元模型对PSP剪力连接件的破坏模式和受力机制进行数值模拟,并与试验结果对比验证计算结果的可靠性。在此基础上,进一步分析开孔钢板厚度、开孔直径、混凝土强度、穿孔钢筋及连接件间距对PSP剪力连接件力学性能的影响。结果表明:除10 mm厚度的PSP剪力连接件外,所有4 mm与6 mm厚度的PSP剪力连接件均发生明显弯曲变形,试件破坏时连接件周围混凝土均出现斜向裂缝;开孔直径和穿孔钢筋对受剪承载力和抗剪刚度影响较小,而增加开孔钢板厚度、混凝土强度能提高剪力连接件受剪承载力和抗剪刚度;对于双排PSP剪力连接件,增大连接件间距能够显著提高单排PSP剪力连接件平均承载力,当间距为250 mm时,单排平均承载力达到单个PSP剪力连接件的91.2%。根据试验及有限元荷载滑移曲线提出装配式双拼槽钢-混凝土组合梁中单个PSP连接件荷载滑移曲线计算公式,为装配式双拼槽钢混组合梁的设计提供参考。

基于剪切波速的砂土液化临界公式

利用Kayen等收集的地震现场液化资料,以双曲线和幂函数为基础,提出了基于剪切波速的砂土液化临界公式。将临界公式和国内3种代表性判别方法对比分析,检验其液化判别效果。通过振动三轴液化试验,验证了液化临界公式下延至深层的适用性。结果表明:临界公式优化了判别成功率,其液化判别成功率达95%以上,非液化判别成功率可接受,同时避免在低烈度不安全而高烈度过于保守等现象。试验验证了本文临界曲线判别深度可下延至20 m以深。临界公式可作为现行规范的一种补充性和替代性的液化判别方法。

考虑变墩高效应的小半径曲线梁桥地震易损性研究

为分析墩高变化形式对小半径曲线梁桥地震易损性的影响,以某互通式立交匝道桥第2联为背景,设计渐变型、凹岛型、凸岛型3种墩高变化形式曲线梁桥进行地震易损性研究。在提出的压弯剪扭耦合作用破坏的基础上,采用集中铰-纤维模型的桥墩建模方法,通过SeismoStruct有限元软件建立3种墩高变化形式曲线梁桥模型;选取符合Ⅲ类场地特性的50条地震波,利用能力需求比法,以位移延性比为损伤指标,研究不同变墩高形式下桥墩与支座的地震易损性。结果表明:当小半径曲线梁桥采用3种墩高变化形式时,以弯曲受力为主的中、高墩在地震作用下发生完全破坏概率较低,以弯剪或剪切受力为主的矮墩在强震作用下发生完全破坏概率较大,变墩高曲线梁桥可以适当提高矮墩的抗震能力;凹岛型墩高变化形式会增加矮墩的损伤概率,在抗震设计中应避免选择该墩高变化形式或尽可能优化墩梁连接方式;墩高变化形式对于支座的易损性影响小于对桥墩的影响。

防弹头盔用三维机织预制体的曲面成型性研究

三维机织预制体(Three Dimensional Woven Preforms,3DWP)因其较好的成型性和显著的层间承载能力,有望实现头盔曲面一体化成型,减少裁片与原材料浪费。因防弹头盔多曲面、高曲率的结构特点,研究3DWP在曲面成型时的变形机制对于指导头盔的一体化成型至关重要。一种衬经层层角连锁3DWP在高曲率、大变形时的曲面成型性被系统地研究,从面内与层间维度、宏细观尺度全面地阐述了3DWP的变形机理和褶皱缺陷的形成机制。实验结果表明:3DWP在成型过程中同纬度下沿45°方向的面内剪切变形最明显,凹面的最大面内剪切角为38°,大于凸面的35°;3DWP经纱列和纬纱列的最大层间剪切角分别为34.83°和27.76°;成型后3DWP已达到其面内剪切锁紧角62°,细观上诱发了纱线的屈曲,宏观上形成了脊形的褶皱;在褶皱区域,面内剪切角最大值仅为4.8°,层间剪切角最大值为18°。对实际应用中防弹头盔增强织物结构选择以及成型工艺具有指导意义。

扩孔螺栓连接型耗能段力学性能试验研究

扩孔螺栓连接型耗能段由短剪切型耗能段和剪切扩孔型螺栓连接组成,可有效地提高耗能段的延性和耗能能力,并减小耗能段损伤,由此提高偏心支撑结构震后功能恢复能力。分别设计1个短剪切型耗能段、3个考虑摩擦滑移的扩孔螺栓连接型耗能段、1个普通扩孔螺栓连接型耗能段试件,并进行低周往复加载研究,得到其变形或破坏模式、滞回曲线、骨架曲线和力学模型等。试验结果表明,扩孔螺栓连接型耗能段先后经历摩擦滑移和耗能段承载2个过程,且破坏模式和承载力均与纯短剪切型耗能段相同。所得力学模型中,短剪切型耗能段包括弹性、弹塑性和塑性段;考虑摩擦滑移试件包括弹性和滑移段;扩孔螺栓连接型耗能段包括弹性、滑移、弹塑性和塑性段,且在达到相同位移时耗能段变形和损伤将明显减小。最后,对扩孔螺栓连接型耗能段进行有限元分析,可准确模拟其滞回曲线和破坏模式。

一种新型自复位耗能段的力学性能试验研究

基于扩孔螺栓连接型耗能段和自复位SMA支撑,提出一种新型自复位耗能段,具有强耗能、高延性、低残余变形和低损伤等特点,可进一步提高偏心支撑结构的抗震性能和震后功能恢复能力。分别设计3个考虑摩擦滑移的自复位耗能段和1个普通自复位耗能段试验试件,并进行往复加载研究,得到其变形或破坏模式、滞回曲线和骨架曲线等。结果表明,滑移阶段耗能段处于相对静止状态,所有构件均处于弹性状态;非滑移阶段耗能段依次发生滑移、屈服、翼缘和腹板屈曲现象,整个过程中自复位SMA支撑中的SMA受拉,并为自复位耗能段提供承载力、耗能能力和复位力。自复位耗能段的骨架曲线主要包括弹性阶段、弹塑性阶段、强化阶段。最后,基于校正的有限元法对自复位耗能段进行分析,阐明自复位耗能段在不同阶段的耗能机理。