Autodesk Robot Structural Analysis Professional 2019 Specifications Robot Structural Analysis Professional is available only in the Architecture, Engineering & Construction Collection.
- Telecharger Crack Autodesk Robot Structural Analysis Professional 2014
- Telecharger Crack Autodesk Robot Structural Analysis Professional 2013
Who Should Install This Service Pack? This service pack is for the following Autodesk products running on all supported operating systems. It includes Service Pack 1 and may be applied to any licensed copy of software with or without installed Service Pack 1. Be sure to download and install the correct update for your software. (Live Update service recognizes downloads and installs the right update automatically). 32-bit Products Service Pack Autodesk Robot Structural Analysis 2013 RSA2013X86SP2.exe Autodesk Robot Structural Analysis Professional 2013 RSAPRO2013X86SP2.exe 64-bit Products Service Pack Autodesk Robot Structural Analysis 2013 RSA2013X64SP2.exe Autodesk Robot Structural Analysis Professional 2013 RSAPRO2013X64SP2.exe.
Uninstall This Service Pack Windows XP. From the Start menu (Windows), click Settings Control Panel.
In Control Panel, click Add or Remove Programs. In the Add or Remove Programs window, select the Show Updates option. Find the appropriate service pack in the list of programs. Click Remove. Windows Vista and Windows 7. From the Start menu (Windows), click Control Panel.
Click Programs and Features. In the Programs and Features window, in the left pane, click View Installed Updates. Find the appropriate service pack in the list of updates. Click Uninstall. General. Excessive load duplication while copying elements has been removed.
Losing building attributes such as walls, floors, columns, beams, and Eurocode SLS combination subtypes, while opening a file in 'Repair Mode', has been corrected. Opening 2D/3D French library structures has been improved. A fatal error displayed after closing the software has been removed.
The progress bar for the meshing process has been fixed. Incorrect properties of the UPAF sections: 50x120x4, 80x200x5, 80x200x6 of the CATPRO database have been corrected. Analysis. Incorrect results of the Plane Stress Analysis in orthotropic elements with the main direction of orthotropy set as along global Z, have been corrected.
An incorrect sum of reactions for the Sparse M solver has been corrected. Neglecting the self-weight of curtain wall panels in the modal analysis has been fixed. Incorrect display of mode numbers while defining damping for the Time History Analysis by Modal Decomposition on 64 bit OS has been fixed. The nonlinear P-delta Buckling Analysis for mixed shell-bar structures has been blocked to prevent display of false results. Changing the Robot job preferences to reflect the Revit Extensions regional settings, while sending Revit models to Robot, has been fixed. Losing loads on disjoined bars and transferring false internal bar forces, while updating models between Robot and Revit, have been fixed. R/C Design.
Crash errors during r/c calculation have been fixed. Unnecessary generation of 'seismic shear' combinations for a column has been fixed. An unjustified message about insufficient reinforcement over the middle supports of a multi-span beam has been fixed. The incorrect fire resistance capacity of columns according to Eurocode 2 has been fixed. Recognition of the QPR (quasi-permanent) load combination while transferring elements to the RC Beam module has been corrected. Calculation of the minimum reinforcement for spread footings according to the BAEL code has been fixed. Generation of the calculation note without design forces has been fixed.
A failure to import load combinations during the design of r/c walls has been fixed. Calculation of the slab punching area has been fixed. List of Issues Resolved by Service Pack 1 Service Pack 1 resolves the following issues: REX-3677; REX-5375; REX-5398; RM-16747; RM-18496; RM-23312; RM-24334; RM-24632; RM-25444; RM-25693; RM-25801; RM-26219; RM-26605; RM-26633; RM-26636; RM-26684; RM-26686; RM-26689; RM-26692; RM-26768; RM-26797; RM-26799; RM-26813; RM-26863; RM-26878; RM-26882; RM-26888; RM-26905; RM-26913; RM-26915; RM-26938; RM-26940; RM-26974; RM-26975; RM-26979; RM-26985; RM-26989; RM-27016; RM-27028; RM-27051; RM-27053; RM-27058; RM-27061; RM-27080; RM-27096; RM-27098; RM-27102. General.
Loosing a family material while updating a structure from Robot to Revit has been corrected. Chinese hot-rolled section database data has been corrected. Creating a new database using the Section Database menu command has been fixed. Highlighting the erroneous lines in the editor for the text file structure definition has been fixed.
Some fatal errors, registered by CER, have been fixed. Displaying the German text in the Section Properties dialog has been fixed. Robot Extension Spreadsheet Calculator issues which blocked access to the sheets, creating a new sheet and setting English units have been removed. Model Definition.
Changing the panel parameters (thickness, calculation model and reinforcement parameters) has been prevented for the contour geometry changes. Duplicating a self-weight load and finite element linear loads while pasting parts of a structure copied from another model has been fixed. Generating automatic load combinations according to the SNiP 2.01.07-85 code has been fixed. Accidental inversion of the load direction for cladding loads has been fixed.
Displaing the notional load on panels and panel numbers in the load table has been fixed. Opening section databases while analyzing library structures has been fixed. Importing the.dxf files has been unblocked. Keeping the projected load checkbox state while closing the uniform bar load dialog has been fixed. Updating the Young modulus for existing panels while editing the panel thickness has been fixed. Launching the kernel calculation engine with German language messages has been fixed. Analysis and Results.
The issue of non-converging modal analysis after the load to mass conversion has been fixed. Ignoring concentrated bar forces defined with generation of a calculation node during the load to mass conversion has been corrected. P-delta buckling analysis for a bar structure may now be performed without displaying error 150. Results for a self-weight load with a negative coefficient have been fixed. Printing tables in the form as seen in the preview screen has been fixed.
API enum ICBALCTOTHER value has been fixed to 3.
Free Autodesk software and/or cloud-based services are subject to acceptance of and compliance with the or other applicable terms that accompany such software or cloud-based services. Software and cloud-based services subject to an Educational license may be used solely for and shall not be used for commercial, professional or any other for-profit purposes. Students and educators are eligible for an individual educational license if they are enrolled or employed at a Qualified Educational Institution which has been accredited by an authorized governmental agency and has the primary purpose of teaching its enrolled students.
Qualified Educational Institutions may access free educational licenses for the purposes of learning, teaching, training, research and development that are part of the instructional functions performed by the educational institution.
This work presents an interactive graphics computational tool for the verification of prestressed concrete beams with post-tensioned bonded tendons to the serviceability limit state (SLS) stress check according to the Brazilian code NBR 6118:2014. The tool is an add-in for Autodesk Robot Structural Analysis Professional (r), which serves as a structural modeling platform. With data supplied by the user through a graphics user interface, the program here developed calculates all relevant prestress losses that occur throughout the structure's life-cycle, along with the prestress' equivalent loads during this period. The traditional calculation methods, obtained in the NBR 6118, are presented along with the modifications which had to be implemented in order to allow for incremental loss calculations. Usage examples and results are presented, validating the adopted methodology.
At the end of the software's calculation, the user receives two outputs: the prestress' equivalent loads in the Robot model and an Excel spreadsheet. The spreadsheet contains the resultant stresses in the beam and warns whether these are greater than the permissible stresses in the SLS stress check. The loads may then be used in other calculations, such as shear reinforcement. Key words: prestressed concrete beams; ABNT NBR 6118; serviceability limit state stress check; Autodesk Robot Structural Analysis Professional(r). Introduction The Building Information Modeling (BIM) philosophy is revolutionizing structural engineering. The fundamental concept is to bring all the information from the disparate disciplines into a single database. One then has a single structural model which incorporates all the structure's life-cycle information: architectural, structural, hydraulic, electric, mechanical, as-built, and maintenance projects.
Prestressed concrete structures, however, tend to be modeled separately in specialized software which does not attempt to follow the BIM philosophy. To aid in the unification of prestressed structural models with BIM, this work presents a computational tool for the serviceability limit state stress check of bonded post-tensioned concrete beams according to Brazilian codes via Autodesk Robot Structural Analysis Professional (r), henceforth referred to as Robot. This software, named Prestress, is an add-in for Robot, leveraging its structural modeling capabilities to obtain the loads and stresses arising from the prestress. Robot was chosen as the platform for Prestress because it is part of the Autodesk environment.
BIM does not require that a single company's package be adopted, but open-source databases, commonly represented by IFC files, cannot as of yet contain all of the 'intelligence' of a model. For this reason, though it is not strictly necessary, adopting a company's closed environment simplifies the implementation of the BIM philosophy for now. With Robot as a platform, Prestress can now unify the prestressing calculations to those of the global structure. Though not yet implemented, Prestress can still be extended to add the prestressing to an Autodesk Revit 4D model to check for possible interferences and inclusion in the structure's life-cycle analysis. From a structural model created within Robot and prestressing data given by the user, prestress losses are calculated, isostatic bending moments are obtained and equivalent loads are applied. The program's calculations are boundary-condition-agnostic, successfully dealing with isostatic and statically indeterminate beams.
The effects of the boundary conditions are considered by Robot and incorporated in Prestress. Once the (possibly statically indeterminate) stresses are obtained, the software then performs a serviceability limit state stress check on the beam and generates an.xlsx file containing the results. A limitation of Prestress at present is that it cannot correctly calculate structures which are built in stages. While Robot has what it calls 'phase structures', its API does not implement any method by which external programs (such as Prestress) can retrieve information regarding the different construction phases. It is therefore impossible for Prestress to accurately calculate segmental bridges or prefabricated beams with cast-in-place decks which are usually considered to work with the beam for live-loads. There are at present already multitudes of software in the market which aid the engineer in the design of prestressed concrete structures.
![Structural Structural](/uploads/1/2/3/9/123956260/617575224.jpg)
Midas Civil (r), SAP 2000 (r), ADAPT-ABI (r), ADAPT-PT/RC (r), RAPT (r) and Nemetschek Scia (r) are but a few of the available options. All of these are evidently far more advanced and robust than the software here developed. However, of the above only ADAPT-PT/RC (r) currently performs the calculations and serviceability checks according to the Brazilian codes, but it is a 2D-only platform. There are other programs, such as those developed by Bortone and Lazzari et al. , which fall into the same category. Prestress is unique in that it follows the Brazilian codes and allows the user to work in a 3D space.
Compared to the works of Bortone and Lazzari et al., it also has the advantage of not being a stand-alone program. This means the engineer need not create two structural models: one to calculate the prestressed element and another to obtain the behavior of the rest of the structure. Having the prestressing loads within the global structural model also allows the user to observe the effect of the prestress in the entire structure. The following sections will present the procedures adopted by the software and two examples. One example is that of an isostatic beam, while the other is of a statically indeterminate structure.
Each example presents the information relevant for prestressing and the file containing the results. 2.1 Input The Prestress software requires that the user already have a complete structural model defined in Robot, including constraints and load cases.
It is essential that the beam be allowed to deform according to the real boundary conditions, therefore great care must be taken in the definition of the constraints. For instance, if a beam's two extremities have constraints which do not allow the beam to be compressed, a large part of the prestress will be lost. The user then selects the beam to be prestressed, which may be composed of one or more bar segments. Via a graphical user interface, the engineer may input the requisite prestressing data. This includes the number of cables, each cable's longitudinal layout, section area, pull stress, and relevant prestress loss coefficients, as well as material properties for both concrete and steel and the desired level of prestress: limited or complete prestress.
Partial prestress, which permits the concrete to crack in tension, is not allowed. The units adopted by Prestress are taken directly from the Robot model, so as to allow the user to work with the unit system (s)he has previously defined. Another key piece of data the user must present is the different phases of a structure's lifecycle. The suggested minimum number of such phases is four , representing: the age of concrete at prestressing; when loads other than self-weight and prestress are applied; one year; and the end of the structure's service life. The user, however, is free to alter both the number and dates of phases.
Each phase is defined by the concretes age at the end of the phase, the dead and live loads that are applied and the cables that are jacked on that phase, along with representative values of temperature and humidity for that phase. Should the prestressing operation occur in multiple stages, this should be represented in the user's input, preferably by including additional phases. And show the windows where the user enters all relevant data. This method, however, is not generic since it requires a beam of constant section 7., and present three different variable beams. The first presents a beam of variable height, prestressed with a straight tendon. Though the tendon has no deflection, the eccentricity of the cable to the beam's centroid is variable, leading to a flexural stress-state in the beam. The second presents a beam with variable height but with a polygonal cable which always follows the beam's centroid.
Though the cable has a deflection, in this case the beam's stress-state is that of pure compression. The third case presents a beam with a sudden change of section.
It is clear that where the cable is aligned with the centroid, the beam is under pure compression, but where the cable is offset from the centroid, the beam presents a bending moment. It is therefore necessary to adopt a more generic function for equivalent loads. The adopted solution applies concentrated loads according to Equation at every section i where the cable's layout was defined, where M i and M i+1 are the isostatic prestressing bending moments at the current section and the following one, respectively, and ΔM is the difference between the bending moment immediately to the right and left of the current section and is therefore only non-zero if there is a cross-section discontinuity at point i. If such a discontinuity occurs, a concentrated moment equal to ΔM must also be applied.
This method generates a polygonal approximation of the beam's prestressing bending moment diagram, regardless of the boundary conditions. If the structure is statically indeterminate, then the boundary conditions will naturally generate the correct diagram. This equivalent load method also satisfies the condition of being self-balanced, generating no reactions on supports in isostatic structures. Prestress losses are also trivially considered, since the values of M i and M i+1 are naturally calculated after all relevant losses. Shows an example of a beam without cross-section discontinuities (therefore ΔM is always null) under a constant distributed load and the linear approximation via Equation. The errors here are of approximately ±1%, but this is evidently affected by the number of points where concentrated loads are defined.
Saw 5 full movie hindi dubbed download. Jan 15, 2018 - Saw 5 Full Movie Hindi Dubbed Download. Plz upload: mary kom anabelle aitraaz the hero, in 2003 andaaz mughse shaadi karogi kaminey 7. Dec 29, 2017 - Saw V (2008). Source: BRRip. Releaser Info: MovieLoverz. Released On: 24 October 2008 (USA). Genre: Horror, Mystery. Starcast: Scott.
2.3 Prestress losses A prestressed cable is jacked up to a specified stress. This stress, however, is not constant along the cable's length, nor is it constant in time.
The losses can be simply bundled into two groups: immediate and progressive losses. The immediate losses, as the name would imply, happen at the act of jacking.
Telecharger Crack Autodesk Robot Structural Analysis Professional 2014
These are losses due to: friction between the cable and its duct; anchorage slippage; and the elastic deformation of the concrete. The progressive losses are time-dependent, ever-approaching an asymptotic value at the end of the beam's service-life. These are the losses due to steel relaxation and concrete creep and shrinkage. The methods adopted by Prestress are summarized below. Friction losses are calculated according to item 9.6.3.3.2.2 of the NBR 6118:2014 , which is itself simply the traditional equation for such losses, seen in Equation , where P 0 is the pull force; µ, the angular friction coefficient; α (x), the total absolute angular variation from the anchorage until point x; and k, the linear friction coefficient. Prestress currently only calculates post-tensioned bonded cables.
Such cables only suffer elastic deformation losses due to the prestressing of subsequent cables, but not due to their own jacking. If cables are pulled at different dates, then the effect of the jacking of the latter cables will only be computed at that later date. This allows the software to consider the effect of the differed losses (discussed below) on the former cables prior to the influence of the elastic deformation losses.
The treatment of the progressive losses is more complex. These losses are interdependent, with the result of one altering the result of the other and visa-versa. The methods adopted by Prestress are those present in Annex A of the NBR 6118. However, they do not allow for the consideration of this interdependence and therefore had to be slightly modified. Below are described the methods used by the software. When calculating each differed loss for a phase i the program assumes the stresses in phase i-1 are constant.
![Crack Crack](/uploads/1/2/3/9/123956260/696718210.jpg)
With a sufficient number of phases (at least four, as described in Section 2.1), this allows for an approximation of the true results 5. Creep losses are calculated by the traditional method of considering a factor φ which represents the deformation increment over time, as seen in Equation. Item A.2.2.3 of the NBR 6118 considers φ as the sum of three parts: φ a, which represents the quick, plastic deformation which occurs in the first 24 hours; φ f, the slow, plastic deformation; and φ d, the slow, elastic deformation.
Φ a is calculated by Prestress precisely as in the Brazilian code according to Equation , where β 1 is the fraction of the concretes 28-day strength present on t 0, the moment the load is applied. The code actually defines the boundaries differently, with the first case being used for concretes with a compressive strength between 20 and 45MPa, and the second for concretes between 50 and 90MPa. Those used here are equivalent, but also allow for concretes with strengths between 45 and 50MPa. Conservatively, such concretes would fall under the second case.
Since this portion of the concretes creep occurs in the first 24 hours, it is only considered in the first phase after a load is applied. Φ f is calculated in a form almost identical as that given in the code, as shown in Equation , where φ f∞ is the asymptote of φ f and β f is a time function for such losses. The only difference between this function and the one in the NBR 6118 is that instead of being restricted to t 0, the moment the load is applied, it allows the creep increment to be found between any two moments in time. This allows the creep from a load applied at t 0 to be computed from t 0 to t 1 and from t 1 to t 2. All the way to t n, which defines the end of the structure's life-cycle. Both φ f∞ and β f are functions of the humidity in the air, which means that calculating different phases with varying humidity leads to a different result than if an average value were considered., for instance, demonstrates a fictitious example of a beam in an environment with ever-increasing humidity. Notice how the final result considering only the humidity of the last phase (which represents 49 of the beam's 50-year service life) leads to a result which is 25% lower than if the varying humidity in the first year is considered.
There is, however, one note that must be made in regards to shrinkage losses and that is that the actual value of shrinkage deformation is a function of a beam's boundary conditions. The beam segment of a plane frame, for instance, will suffer less shrinkage deformation than a simply supported beam due to the stiffness of the pillars. Such effects are not considered by the software, which assumes for these losses that the beam has no restrictions to axial deformations. This is a conservative assumption which leads to greater prestressing losses. Steel relaxation losses are calculated based on item 9.6.3.4.5 of the NBR 6118. The method, however, had to be modified somewhat to allow for an incremental method as shown in Equation , where ψ i is the relaxation that occurs between t i and t i-1; ψ 1000,i-1, the relaxation coefficient for 1000 hours, obtained in the code's Table 8.4, considering the cable stress at moment t i-1; and t 0, the moment the cable was pulled. Since ψ 1000 is a function of steel stress, which is altered by the other progressive losses, the value of ψ 1000 is in fact variable in time.
Shows a fictitious example of a cable where the value of ψ 1000 is progressively reduced, simulating the effect of the other differed losses. 2.4 Serviceability limit state stress check A prestressed structure must be checked against two limit states: ultimate and serviceability. The ultimate limit state (ULS) certifies that the structure will not collapse when under load. The serviceability limit state (SLS) checks that, if ULS is also satisfied, the structure will be adequate for use. A beam which withstands a load but does so with excessive cracking or deflection will not give its users peace of mind and may forbid the use of sensitive machinery.
Both limit states are equally important, but only SLS, which is usually the critical verification , is checked by Prestress. The user must therefore perform ULS checks by some other means. The Brazilian code defines three levels of live loads, each of which is given a coefficient: rare ( ψ 0), frequent ( ψ 1), and almost-permanent ( ψ 2). For a nominal live load Q, the frequent load is therefore equal to ψ 1 Q, for example.
![Analysis Analysis](/uploads/1/2/3/9/123956260/381912560.jpg)
The values of the coefficients can be found in Table 11.2 of NBR 6118 or Table 6 of NBR 8681. Table 13.4 of NBR 6118 states that depending on the environmental conditions (CAA, as defined in Table 6.1 of the code), different stresses are permissible. If the environmental conditions are defined as CAA I or II, concrete cracking is permitted with a specified maximum nominal crack width ( w k,max = 0,2mm) considering frequent loading. This is defined as partial prestress;.
For CAA III or IV, stresses must be checked in two conditions: there must be no tensile stresses in the concrete under almost-permanent loads (ELS-D) and tensile stresses below the concretes tensile strength in flexure ( f ct,f, as defined in item 8.2.5 of NBR 6118) are permissible under frequent loads (ELS-F). This is defined as limited prestress;. Though never obligatory for post-tensioned structures, there is also a stricter check which only allows tensile stresses below the concretes tensile strength under rare loads (ELS-F) and forbids tensile stresses under frequent loads (ELS-D).
This is defined as complete prestress. Another SLS check is for excessive compression in the concrete (ELS-CE) as per item 17.2.4.3.2.a) of the NBR 6118. Here the compression must not be greater than 70% of the concretes strength f ckj on the date in question, considering a factor of 1.1 on the prestressing loads. Prestress performs SLS checks under either limited or complete prestress. Item 9.6.1.3 of the NBR 6118 states that the nominal prestress can be considered equal to the value obtained after all required losses as calculated in Section 2.3, unless the losses are greater than 35% of the initial jacking force.
In such a case, the nominal prestress must be considered as ±5% the calculated value. Regardless of the magnitude of the losses, Prestress always considers this variation of the nominal prestress force. The stress and SLS-check results for the top and bottom fibers of each section are saved in an.xlsx file, examples of which can be seen in Section. Prestressing data and cable profiles of Santa Isabel Viaduct. Reprinted from Cerne Engenharia The Robot model adopted is shown in.
As stated in Section 2.1, it is important to observe the boundary conditions. Since the beams are supported by neoprene pads which allow for both rotation and displacement of the beams, the model was created with all but one of the supports resisting only vertical displacements. A single support is given additional constraints in order to create a stable model. Also note the difference in cross-section properties between the model and the information given in due to the simplification of the section. Since Prestress will adopt the section given in the model, the results will not be the same as if the true cross-section were used.
A more precise representation could have been used via the custom 'Section Definition' option available in Robot. Properties Limited prestress Area (m²) 0.8570 Steel CP-190 RB Perimeter (m) 7.053 f ptk (kN/cm²) 190 I y (m 4) 0.4661 f pyk (kN/cm²) 170 y i (m) 1.045 σ pi (kN/cm²) 140.6 y s (m) 1.055 E p (kN/mm²) 195 Concrete type CPV-ARI A p (mm²) 1680.0 f ck (MPa) 40 µ 0.28 E c (MPa) 35417.5 k 0.0028 γ c (kN/m 3) 25 δ (mm) 7 Slump (cm) 5 - 9 Service life (years) 50 CAA III Temperature (°C) 20 Humidity (%) 75 The fact that it is impossible for any add-in to consider structures built with construction phases means that the model had to suffer some simplifications. The cross-beams at the supports and mid-span were not considered in the model (they are replaced by concentrated loads on the beams) and the slab is defined as a 'cladding', which serves only to distribute loads and does not add to the structure's stiffness. These simplifications are necessary since the beams are in fact prestressed prior to being hoisted and therefore the entire prestressing load is resisted by the isolated beam. If the cross-beams and the slab added to the stiffness of the model, they would absorb significant portions of the prestress load from the beam, leading to imprecise results. The dead loads are divided into two parts: the beams' self-weight and that of the slab, pavement (including future repaving) and concrete barriers. The beams' self-weight load is applied on the structure as soon as the first phase of prestressing takes place.
The remainder is assumed to all take place when the concrete is 28 days old. The live load is the TB-45 described in NBR 7188 , with a dynamic factor as per item 7.2.1.2 of NBR 7187 13. This must be done by the user (via a load combination) since Prestress has no way of knowing a priori whether such load factoring must take place. Presents Prestress' output in.xlsx format. The stresses and SLS checks are presented for each section at each phase (the results of the third phase are omitted in this article). As can be observed in Section 6 during the last phase, whenever one of the SLS checks fails, a flag is raised pointing it out.
In this case, the ELS-D condition was not satisfied, since the concrete is in tension under almost-permanent live loads. The file also contains the estimated elongation of the cables prior to anchorage slippage losses (not shown in this article). As with the input window, the units adopted in this results file are taken from the Robot model.
3.2 Guarita Viaduct - North The project of Guarita Viaduct - North 14 is aimed at reinforcing and widening an existing statically-indeterminate structure with three spans and short cantilevers at each end. The cross-section is composed of four cast-in-place concrete beams, two of which are from the existing structure and two are a part of the widening project. The new beams are prestressed with bonded post-tensioned cables. And and Table contain the information on the prestressing of the beams.
As with most current Brazilian bridges the chosen live load is the TB-45. Prestressing data and cross-section of Guarita Viaduct - North. Reprinted from Cerne Engenharia 14 The adopted Robot model is shown in. The real boundary conditions in this bridge are quite different from those seen in the example of Section 3.1. The entire structure of this viaduct is monolithic.
The beams are supported by the pillars via Freyssinet hinges, which allow the differential rotation of the beams in relation to the pillars but do not allow for differential displacements. For this reason the entire structure, including pillars, was considered in this model. This way, any interference the remainder of the structure may have in the behavior of the prestress will be taken into account. Robot model for the Guarita Viaduct - North The slab, however, had to be considered as a simple 'cladding', with no stiffness.
This occurs for the same reason as described in Section 3.1: a slab with stiffness would resist the prestress' compression of the beam, whose cross-section already includes the slab's effective flange width, therefore reducing the effective stresses on the beam itself. The dead loads here are separated into two groups: one applied once the cables are jacked, composed of the self-weight of the beams (including cross-beams) and the slab; and another which contains the pavement and concrete-barrier loads which is applied after 28 days. The live loading is identical to that described in Section 3.1.
Presents the results file. The results are not exactly symmetric due to the asymmetry of the pillars and therefore of the structure's center of rigidity. However, for brevity's sake, only results up to section 20 (midspan) are shown in this article. Observe how section 13, which represents the supports of the main span, presents results of the points to the left (13E) and right (13D).
This occurs because of the stress discontinuity due to the intermediate cables which anchor there. If a section presents a stress discontinuity, be that due to substantial concentrated loads or cross-section discontinuities, then stress calculations and SLS checks are always shown for the points immediately to the left and to the right.
Conclusions Prestress, the software developed for this article, allows the user to perform serviceability limit state checks on post-tensioned beams with bonded tendons in a simple and expedient form, therefore also enabling the iteration between multiple different prestressing solutions. There are multiple different tools which perform similar tasks to Prestress, such as midas Civil (r), SAP 2000 (r), ADAPT-ABI (r), ADAPT-PT/RC (r), and RAPT (r), among others.
All were developed by professional teams and most contain tools which are far more advanced than those demonstrated here. Only Prestress, however, works directly in tandem with Robot and therefore allows for a far greater interoperability with the rest of the Autodesk package ( Revit (r), for instance). As previously stated, though the BIM philosophy does not demand the use of a closed environment, adopting a single company's product package does indeed at present allow for an easier implementation of BIM. Prestressstands as a (small) first step towards including the calculation of prestressed beams within this philosophy. Working within Robot also grants Prestress the ability to naturally consider all the boundary conditions surrounding the beam. As described above, such considerations are essential for a precise calculation of the true effects of prestress on a beam and on the remainder of the structure.
This software is evidently nothing more than a tool to be placed in one's toolbelt. As with any other software, it runs the inescapable risk of 'garbage in, garbage out'. If the user presents it with incorrect data (including, and perhaps most importantly, the structural model), the results will be equally incorrect.
It is therefore essential that the add-in be used by an engineer who is familiar with the concepts behind prestress and who is capable of analyzing the results with a critical eye and of recognizing that which is incorrect.
Buying Full Autodesk Robot Structural Analysis Professional 2018 Serial Free Details vol file cannot be transferred in this manner to a different Autodesk Robot Structural Analysis Professional 2018 of device. I am assuming that is what you, have done. What are the, devices involved? If you had, the same type of device with same version of Windows Mobile you could have transferred, your data that way.
DIRECT, LINK AgileBits teases 1Password 4 for OS X by Michael Grothaus 1 year ago August 26th 2013 11:00 am AgileBits has released teaser images and details for the next iteration of its wildly popular 1Password password management software for OS X as noted by Macworld, 1Password 4 is set to be released this fall (following its release on iOS last December). 1Password, 4 will be the Autodesk Robot Structural Analysis Professional 2018 major release to the OS X client since 2009 and with it users will see a complete redesign and re engineering of the software. For starters 1Password 4 is written in native Cocoa which promises speed improvements and complete compatibility with all the latest OS X services offerings. Getting into the features 1Password 4 will support multiple logins at the same site, add the ability to mark frequently used Autodesk Robot Structural Analysis Professional 2018 as favorites and support new Autodesk Robot Structural Analysis Professional 2018 like drivers licenses and reward Autodesk Robot Structural Analysis Professional 2018 A number of sharing and security options have been added as well.
Telecharger Crack Autodesk Robot Structural Analysis Professional 2013
That marks another missed opportunity as there aren’t many options on the market for the retro gamer looking to produce content. Streaming is also possible with the Roxio machine. We started our tests with the Xbox 360 and PS3 to see if it could handle these standard last gen consoles and the results were great. As with other capture devices you simply connect a HDMI cable between the Roxio and your TV with a second from your console of choice to the Roxio finishing, with a USB cable to hook the Roxio to your PC. The big stumbling block here is the lack of supplied cables something that we were actually really surprised to see considering the main competitors of the Roxio come complete with, everything you need to get going. While the Roxio Game Capture Autodesk Robot Structural Analysis Professional 2018 pro comes with a USB cable you’ll need to supply an extra HDMI cable yourself as well as a component cable that is crucial to recording anything from Autodesk Robot Structural Analysis Professional 2018 Playstation Autodesk Robot Structural Analysis Professional 2018 as Sony’s Autodesk Robot Structural Analysis Professional 2018 generation machine doesnt support direct HDMI capture. A truly odd omission from the team at Roxio and somewhat of a let down.