Robot Structural Analysis Professional 2019 Activation Code Keygen Crack
Billi Plancarte
Robot Structural Analysis Professional is structural load analysis software that verifies code compliance and uses BIM-integrated workflows to exchange data with Revit. It can help you to create more resilient, constructible designs that are accurate, coordinated, and connected to BIM.
Robot Structural Analysis Professional is available only in the Architecture, Engineering & Construction Collection, an essential set of integrated Building Information Modeling (BIM) tools. The collection includes:
Robot Structural Analysis Professional 2019 activation code keygen crack
Download ····· https://urluss.com/2z8V1u
I have a macro in excel and I would like to convert it in VB in order to appear an window in RSA instead of exporting values to excel. I watched tutorial from @Rafal.Gaweda but I have still some doubts:
Thanks @Rafal.Gaweda for answering, I saw this list -structural-analysis-forum/api-tutorial/td-p/3939601 but I have not seen code for working in VB, just C#. Could you send me a couple of examples please?
This is an open-access article distributed under the terms of the Creative Commons Attribution License (CC BY). The use, distribution or reproduction in other forums is permitted, provided the original author(s) and the copyright owner(s) are credited and that the original publication in this journal is cited, in accordance with accepted academic practice. No use, distribution or reproduction is permitted which does not comply with these terms.
This paper presents an assessment of the capacity and enhancement of the seismic performance of a historical masonry structure in Plomari, a town on the south coast of Lesbos island in Greece. Owing to uncertainties regarding the properties of the material and the effectiveness of the members in providing lateral resistance, the study was particularly challenging. In addition, the fact that the structure consisted of a variety of structural element types, e.g., unreinforced masonry from natural stones, timber-framed masonry (with burned clay masonry units), and timber girders, while lacking horizontal diaphragms, introduced complexities to the response of the structure in both directions. In the design of the retrofit, the need to preserve the building's architectural and historical value by minimizing interventions posed several problems. To solve them, conventional as well as state-of-the-art strengthening methods are proposed. Moreover, the procedures of these methods are in accordance with the Greek seismic design code of 1959 and European standards (Eurocodes) related to earthquake-resistant masonry as well as guidelines for the design of timber and reinforced concrete. Seismic analyses of the structure were carried out with two different methods (statically applied load and time history analysis) for comparison. The results verify the improvement in its behavior in response to earthquakes as a result of the proposed strengthening methods.
Assessment of the seismic performance of historical buildings is an important subject owing to the risk of casualties as well as the potential impact on culture and the economy in case of a global or partial collapse. Therefore, to preserve such structures, the prevention of extended damage during earthquakes is necessary. State-of-the-art assessment methods of historic buildings can be found in the literature. More specifically Boscato et al. (2010) employed dynamic monitoring in order to assess the structural behavior of Rialto Bridge in Venice. Moreover, advanced assessment techniques like ground penetrating radar and endoscopic test were employed by Boscato et al. (2014) and Sciarretta et al. (2018) and in order to investigate the medieval faades of Palazzo Ducale in Venice.
This study proposes the structural restoration of the historical masonry structure described above. First, a reliable assessment of its load-carrying capacity is performed and used to create a finite element model with the aid of the Robot Structural Analysis software (Autodesk Robot Structural Analysis Professional, 2016) in order to assess static and seismic demands on the various elements of the structure. Furthermore, a realistic simulation of the mechanical properties is crucial for minimizing uncertainties in the properties of the material. Accurate modeling of the geometry of the building and the analyses employed led to the identification of structural deficiencies. More importantly, the results of analyses of the simulated damage were compared with the actual damage recorded on a visit to the site. Strengthening solutions based on non-destructive methods are proposed. Finally, the effectiveness of these solutions is evaluated.
Typical damage to unreinforced masonry buildings that underwent partial or global collapse during the 2017 Lesvos earthquake (Lekkas et al., 2017; Reproduced with the permission of the authors). (A) The masonry failed under out-of-plane bending due to lack of a rigid diaphragm at the top. (B) The longitudinal masonry walls failed under out-of-plane bending due to their poor connection to the transverse walls. (C,D) Failures attributed to poor material properties and construction techniques.
As is the case for most historical structures, sufficient information on the properties of the materials of the present masonry building was not available. Hence, tests were conducted by the contractor on samples taken from different locations of the building to assess the mechanical properties of the materials. More specifically, as shown in Figure 3A, six cylindrical masonry samples (see Figures 3B,C) were extracted from different locations and levels of the building which were then taken to the lab and subjected to monoaxial compression test. Three of these samples were also employed in order to estimate the compressive strength of the mortar. In addition to the laboratory tests, 12 Schmidt hammer tests were performed (their locations was not recorded) as well as four ultrasonic tests with their location presented in Figure 3A. A similar approach was used by Maraveas and Tasiouli (2015). Six core samples were extracted from various locations of the building's ground floor.
The results of the aforementioned tests are summarized in Table 1 accompanied with the calculation of the average value and standard deviation of each testing. Specifically, the normalized mean compressive strength of the units in the direction of the applied action, f b, and the compressive strength of the mortar, f m, were defined as 43 and 1.19 MPa, respectively. Once these two properties have been obtained, the characteristic compressive strength, f k and shear strength of masonry, f νk0 can be easily calculated through equations provided in EN 1996-1-1 (2005).
Note that the tests characterized the mortar as weak. However, it should be mentioned that in some cases of historical masonry buildings, the equations described in EN 1996-1-1 (2005) may not be applicable due to peculiar block arrangement, aging etc. In this study, the state of the masonry blocks and mortar allowed the use of the provided in EN 1996-1-1 (2005).
Similarly to most historical structures, the timber floors and roof of the masonry building were assumed to be inadequate to act as diaphragms. This mainly a matter of poor connection between the floor and the walls. This connection is rather difficult to be achieved since the huge lateral stiffness of the masonry walls makes the in-plane stiffness of the floor insignificant. The walls were thus not expected to have effective lateral support perpendicular to the applied seismic load. That is, there was not adequate support to distribute the horizontal forces to the walls parallel to them; as a result, the walls experienced an excessive out-of-plane response.
A discussion of some critical aspects related to the effect of the diaphragm on the seismic behavior of masonry buildings can be found in Simsir et al. (2001) and Langroudi et al. (2011). Figures 4A,B illustrate the contribution of floor diaphragms to the flow of forces in unreinforced masonry buildings and the damage to these buildings without diaphragms, respectively.
(A) Flow of forces in an unreinforced masonry building with rigid diaphragm. (B) Failure mechanisms to be considered when rigid diaphragm is absent (Tomaževič, 1999; Reproduced with the permission of the authors).
The key weakness of the unreinforced masonry member is its behavior under bending due to its inability to resist tension. Furthermore, it is widely recognized that unreinforced masonry leads to a brittle structure that fails when the maximum applied actions exceed the strength of the system. In the event of failure under shear, the masonry walls exhibit limited capacity for energy dissipation, especially when subjected to high compression stresses that are typical when the walls are heavy (Tomaževič, 1999).
The First Greek Seismic Code (Royal Decree on the Seismic Code for Building Structures, 1959) was initially implemented to assess the seismic response of buildings. According to this code, seismic loads can be applied horizontally to the center of mass of each floor, and are proportional to the total vertical load of the floor. The constant of this proportionality depends on the seismic zone and type of soil, and it was calculated 0.12. The total horizontal load at the top of each floor is divided by the number of nodes at the respective level and applied as the concentrated force at each node. Subsequently, on the basis of EN 1998-1-1 (2003), an inelastic response spectrum was adopted for soil type C (soil factor S = 1.15 and characteristic response spectrum periods TB = 0.2 s, TC = 0.6 s, and TD = 2.0 s), design ground acceleration ag = 0.24 g, importance factor γI = 1.20, and behavior factor q = 1.50. Finally, dynamic time history analysis was employed based on three accelerograms. For each of the abovementioned analyses, design checks according to EN 1996-1-1 (2005) were performed on the masonry members.
In addition to the weight of the structure itself, distributed dead loads of 0.5 and 1.0 kN/m2 were considered for the floors and the roof, respectively. The live load of the floor was 3.0 kN/m2. The abovementioned values are proposed by the Greek Loading Code (1945). Similarly to the approach used for the assignment of horizontal loads to the structure, vertical loads were applied as nodal forces.
6022c96aab