Previous Projects with Expressions: Some Property names have changes which may cause expression links to break. However this change will help avoid expression conflicts in the future now that every parameter have unique names. If necessary all older versions of Element 3D are available in the download section if you need to revert to an older version temporarily.
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In this application, model elements are generated from 3D software such as 3DS Max Full Version, Maya, or similar applications. Having 3D element plugins will improve the results of After Effects editing. You can make 3D text or 3D objects easily and quickly from various material packs in this after effects plugin application.
Video Copilot Element 3D free download has support for After Effects 2022 on Windows 11 or Mac Catalina. Just for those of you who are curious about the application. Download Video Copilot Element 3D full version for free on the google drive panel below.
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This paper examines the experimental performance of ultra-high-performance steel fibre-reinforced concrete (UHPSFRC) beams subjected to loads at relatively low shear span-to-depth ratios. The results and observations from six tests provide a detailed insight into the ultimate response including shear strength and failure mode of structural elements incorporating various fibre contents. The test results showed that a higher fibre content results in an increase in ultimate capacity and some enhancement in terms of ductility. Detailed nonlinear numerical validations and sensitivity studies were also undertaken in order to obtain further insights into the response of UHPSFRC beams, with particular focus on the influence of the shear span-to-depth ratio, fibre content and flexural reinforcement ratio. The parametric investigations showed that a reduction in shear span-to-depth ratio results in an increase in the member capacity, whilst a reduction in the flexural reinforcement ratio produces a lower ultimate capacity and a relatively more flexible response. The test results combined with those from numerical simulations enabled the development of a series of design expressions to estimate the shear strength of such members. Validations were performed against the results in this paper, as well as against a collated database from previous experimental studies.
UHPSFRC experimental member studies typically focused on the flexural response of rectangular beams provided with conventional longitudinal reinforcement in low or high amounts and typically incorporating transverse reinforcement [18,19,20,21]. In terms of benefits, the presence of fibres had a similar effect as for normal or high-strength concrete. An increase in steel fibre content generally produces lower shear crack widths and a less brittle behaviour [22]. A moderate number of stirrups can effectively restrain shear cracks and allow more parallel diagonal shear cracks to develop and propagate thoroughly within the shear span [23,24,25]. Shear performance of UHPSRFC was addressed through a limited number of push-off tests [22], T-beams [23, 24] and I-beams with and without openings within the shear span [25]. Numerical simulations of UHPFRC behaviour using nonlinear procedures are limited to modelling the material response [26,27,28] or the flexural response RC beams incorporating UHPFC materials [19, 29]. Although shear behaviour was successfully represented using three-dimensional models for conventional RC beams and slabs [e.g. 30], models incorporating UHPSFRC seem to be lacking.
Before crushing in compression or cracking in tension, no degradation occurs, and the plastic strains are equal to the inelastic strains. Beyond these points, the stiffness reduction enables the development of irreversible plastic strains that are directly proportional to the stress decrease [30]. The damage in compression dc and damage in tension dt parameters are also part of the variable field output of the FE environment. They allow direct interpretation of the stress state within different regions of the members, illustrated by compression and tension damage patterns, and member stiffness degradation. Established on a continuum approach, in which no physical separation is created in the model mesh, tension damage mesh regions provide an effective way to illustrate the kinematic aspects of crack development. The input constitutive parameters have been determined based on the tests described in Sect. 2 and are presented next.
The concrete parts of the UHPFRC beams were modelled using eight-node solid elements with reduced integration (C3D8R), whilst the longitudinal reinforcement with 3D truss elements (T3D2) [39]. The truss elements were embedded in the eight-node solid elements, and perfect bond was assumed. In contrast to the prismatic elements which had a square cross section and the numerical problem can be reduced to a plane stress case, the UHPFRC beams had an I-shaped cross section. Thus, a three-dimensional modelling was considered, primarily to capture reliably the damage propagation within the variable width of the cross section.
The crack band model with constant fracture energy, in which the strain is a function of crack width and a characteristic element length le, was considered for the beam models [45]. For beam models, the numerical input was converted into inelastic cracking strain εct,i using the crack width values used for modelling the four-point bending tests. Following the numerical validation of the structural beams and prismatic members, a series of parametric investigations accounting for varying reinforcement ratios ρl and shear span-to-depth ratios a/d were conducted using the CDP constitutive parameters described above and listed in Table 4. An identical three-dimensional model having the same geometry and mesh as the beam models used for validations was employed for the parametric studies.
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