and all previous versions Approved by the AISC Committee on This document, the AISC Seismic Provisions for Structural Steel Buildings (hereafter. All about ANSI/AISC – Seismic Provisions for Structural Steel Buildings, Including Supplement No. 1 by American Institute of Steel Construction. steel special moment frames together with associated lateral drift limits. ANSI/ AISC , Seismic Provisions for. Structural Steel Buildings (AISC a).
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Go to Ram Connection 3. Reopen Ram Connection – changes in step 3 are not there. Depending on the type of change you espao get an error, e. Windows 7 x64; Windows 10? Clicking the desktop shortcut or Concept.
No error is presented. The problem is with a graphics driver incompatibility with a 3rd party component used by Ram Concept called QT5.
But one thing can be done to avoid the mapping dialog. If you refer Shapes19S3. If one can create entries for mappings in the above tables, then this can espalo avoided. We suggest using the user interface to map sections and avoid potential errors manually entering data into the tables however. It is used by ProSteel. It will include help videos for performing a successful tendon optimization.
For isolated footings designed to the Indian code, rspaol new method for finding the required footing size is now available in the Footing Geometry page.
RAM | STAAD Wiki
The Design Type should be set to Calculate Dimension to access this method, as shown in the figure below. These minimums form the espoal values for the footing size.
If the starting value is found to be inadequate, an iterative method is used to arrive at the final size. In each iteration that is performed for the service load cases, the footing size is increased in both plan eespaol X and Z by the value specified in the above dialog box for Plan Dimension Incrementuntil the size achieved satisfies all criteria such as base pressures, factors of safety in sliding and overturning, etc.
This size is then used in the concrete design phase to determine the necessary thickness of the footing. If there are ultimate load cases with high moments and small vertical load uplift load cases may produce such scenariosit may require the footing espaok dimensions to be increased further.
The iterative approach described above is used for these situations too. Install a free Bentley application rspaol Structural Synchronizer on your computer. Pro input file to indicate that node coordinates and other data in the file are based on this system. Pro’s “Y Up” system. Pro models that used the “Z Up” system wasn’t always feasible because the column dimensions and forces and moments at the supports weren’t properly transformed from STAAD.
Some of the data that is part of this exchange, such as section dimensions and properties of steel sections, is stored in files that are based on a format that is common between the two programs. Pro because of incompatible formats for their respective property databases. The user first specifies the load carrying capacities of the individual piles under service conditions in the Pile Layout dialog boxes.
The program finds a suitable pile spacing that ensures that for each service load case included in the job, the vertical and lateral load transmitted to each pile doesn’t exceed the pile’s capacity. This is done for each pile arrangement, meaning, 3-pile, 4-pile, etc. All configurations that result in a safe arrangement are then presented to the user.
The user must then select one of those arrangements. Reactions for all the service and ultimate load cases can be viewed for that arrangement.
Next, the program proceeds to perform the concrete design of the pile cap. The checks performed include oneway shear in both iasc directions X and Zflexural check for both plan directions X and Zand, punching shear check. Design is performed using values specified for the various terms in the Design Parameters page and National Annex page. A calculation sheet is produced by the program for each support where a pile cap is designed.
A snapshot of the calculation zisc is shown in the next figure. Eurocode – Eccentricity Factor aidc is now Calculated. For espaoo shear checks in ENequation 6. In past version, Beta was conservatively assigned a value of 1. It is now calculated and reported in the punching shear output. On models with large numbers of load cases or combinations, this could be quite beneficial in terms of time saved and a more comfortable user experience. Additional explanatory notes have been included in the calculation sheet to help users understand output terms that have been reported to be ambiguous.
Some examples where such notes have been added are, sign conventions of applied loads, governing load case for pilecap design, references to code clauses where applicable, etc.
RAM | STAAD Wiki
Changes in the License Configuration dialog. In the past version 8. Pro license you had — the Standard espol or the Advanced version. Table of sliding and overturning ratios for each load combination is now 341-5 for tank foundations.
New examples have been espxol for tank foundations, pilecap design per the Eurocode, and, punching shear calculation for Mat foundations. A number of improvements have been made in the program in areas such as handling of input, removal of defects in calculations for some of the foundation modules, display of output, printing, drawing generation, stability related aspects that resulted in crashes or caused the program to freeze, extensive time taken for analysis of certain modules, etc.
For pilecaps designed to the Indian code, oneway shear checks are now performed at a distance 0. This check is in accordance with Clause No.
In the past, espsol check was performed at deff away from the column face. For other foundation types like isolated footings, combined footings and mat foundations, the check is still performed at deff away from the edge of the pedestal. In the calculation sheet displayed for design of pilecap, a table of contents was lacking, due to which quickly accessing specific sections of the report was a tedious task. This facility is now available.
For isolated footings, if the load on the footing from the column causes an uplift, the program will attempt to increase the footing size until the uplift is negated by the selfweight of the footing and weight of soil on top.
Only if it is unable to do so due to restrictions on the maximum lengths and widths permitted is the footing deemed to have failed. Features of the program that were prone to errors in user input have been equipped with more checks to detect them and inform the user. For espqol pressure loads, a minimum of four nodes is required for the loaded region.
A check is now also included to detect and inform users about columns whose base lie outside the mat boundary. Structural Synchronizer First Affected Version: The problem occurs because one of the.
If this espaoll is not yet available on Software Downloads, file a Service Request and reference this Wiki or Defect so that we can send you an aiscc. Moving Load Original Author: Pro moving loads are applied on beam elements only. The moving load generator simply ignores the existence of the plates and searches for beams in the vicinity of espao, wheel load and distributes 34-105 load on the beams as simply supported end reactions.
If your model consists of just plate elements, define dummy beam elements at the locations where the moving load is supposed to be applied. Ensure that these dummy members are connected to the plate nodes.
For proper connectivity, you need to ensure that the beam elements are divided into same number of divisions as used for the plate meshing. Use dummy material for these beams having zero density and very low E value so that these do not contribute towards any load or structural stiffness. Once the model is analyzed, STAAD would load up these beams with the generated moving loads and these loads in turn are going to be passed on to the plates.
A sample model is attached for your reference communities. Section Database Original Author: Pro for my company. Can I do that? For doing that you do not need to create a new database. Details on how to add a section to an existing database is available at. Creating a db3 file from scratch will never work.
For example within a particular db3, one can add new sections as part of the Angle Table but cannot add a new table like say Double Angle or Star Angle. One needs to click on Save and then Close. One also needs to have read and write access to the Sections folder. Pro v8i and older versions. The section profile databases are stored as mdb files as part of the software installation within the Sections folder for example C: However if you still need to add completely separate database for your company, it is possible but you should keep the following points in mind.
To create any user defined mdb, one has to copy an existing mdb for a particular country to begin with and then modify it. Creating an mdb from scratch will never work. When one opens a mdb file, one can modify espoal data and add data into any of the available tables but one cannot add new tables. For example within a particular mdb, one can add new sections as part of the Angle Table but cannot add a new table like say Double Angle or Star Angle.
No need to use the option Install Aiac table for that. A YouTube recording of the Tech Talk can be found at: The presentation and rspaol associated model files: Normal slabs using default Structural Family files modeled on plans typically work fine, but if with custom floor families it’s possible to set up a floor slab that will not pass these tests.
Then, when importing the model into Ram Concept there will be no valid slabs to import and the result will be an empty Ram Concept file. You can also confirm the validity of the slab using the Structural Synchronizer Viewer. The program will also import columns and walls.
In order to import, the columns and walls must be:. For multi-story structures the preferred workflow is to import or model the structure from scratch in Ram Structural System and then generate the Concept floors directly from that Ram SS Model.