EngineLT revised to Current Wind Code

A revised version of my EngineLT application for estimating size of frames for doubly pitched moment frames, typically used in cold-formed sheds. The orginal version was written in Delphi 3 to AS1170.2:1989, the current version is written in vb.net to AS1170.2:2011. The change in language is because I use MS Excel for day to day calculations, with schTechLIB.xla in the background providing functions for wind loading, steel, cold-formed steel, and timber design. This is written in vba and kept up to date, whilst the Delphi code not kept up to date: to avoid translating languages moved over to vb.net.

The revised version of the code reads an XML data file, this file contains names of structural sections and the resistance to bending (phi.Ms) in units of kNm. The file can be added to if needed, it already contains, Cee's, RHS, SHS, UB, UC, PFC's.

It doesn't contain back to back Cee's, such are not really required. As far as the program is concerned the bay spacing is the load width of the individual portal frame. The load width of a frame can be found by halving the distance to each frame either side of the selected frame and summing. For cold-formed steel sheds with frames at 3m centres the load width of a typical frame is 3m. The load width of the end frame is 1.5m. Often for sheds made from hot rolled steel the typical frames are UB's with the end frames made from PFC's: not always practical has it hinders extending the building, and there is extra detailing merely for two frames. Any case it gives the basic idea, the internal frames can be I-sections formed from back to back Cee's and the end frame can be a single Cee.  Knowing that a single Cee has a load width of 3m, then back to back Cee's form a frame with a total load width of 6m, the back-to-back frames can therefore be placed at 6m centres, whilst a single Cee can be used for the end frame. Therefore check frame for load width of 3m (bayspace = 3m) for a single Cee rather than the back-to-back Cee's at 6m centres.

It is also to be noted that whilst a given section may be structurally strong enough, it may not be practical to make an adequate moment connection between the rafter and column.: such check is not made by the application. Other issues not checked are the deflections of the frame.

The prime purpose of the application is to determine what is not suitable and reject immediately, whilst that considered suitable by the application requires further structural design.

To keep the input form simple, there are many assumptions made in the background. The assessment made by the application will not match my height/span charts as I adopted internal pressure coefficients of -0.65 and +0.7 for this application, but -0.3 and +0.4 for the charts.

I have a larger Engine application, which I am in the process of also translating from Delphi to vb.net and from AS1170.2:1989 to AS1170.2:2011, makes fewer assumptions but has more input screens and requires connection to a database of section properties, it also generates scripts (.scr) for AutoCAD LT. The original purpose of EngineLT was to severe the original programme from the Borland Database Engine (BDE), as it seemed far too complicated setting up on some other computer.

The application can be obtained here: vbEngineLT.zip

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Revisions:

1. [14/01/2015] Original
2. [23/04/2016] Changed downlinks to MiScion Pty Ltd web Store

Simple Wind Loading Application: Speeds, Pressures and Pressure Coefficients

A simple application for getting wind speeds, pressures and pressure coefficients to AS1170.2 for a rectangular enclosed building with doubly pitched roof. There are two versions in the zip file download. tstwnd.exe and windyworkBench.exe. The former was written in Delphi 3 to AS1170.2:1989, whilst the latter is written in vb.net to AS1170.2:2011.

Application can be down loaded: windWorkBench.zip

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Revisions:
[14/01/2015] Original
[23/04/2016] Changed download links to MiScion Pty Ltd Web Store.

Summary of Posts on my Journal about Software

Most of my spreadsheets can be found at ExcelCalc's, with sample printouts of some of the spreadsheets found over on my scribd profile. Since my spreadsheets largely make use of visual basic for applications (vba) via the use of a central add-in technical library (schTechLIB), and functions also use data access objects (DAO), along with MS Access databases for section properties as well as a central Excel spreadsheet, the spreadsheets are not so easy to set up and use. Consequently I have written some posts over on my Metamorphs Journal {Metamorphs = Beyond Structures} to provide further background. I have also been making other spreadsheets available via my blog. ExcelCalc's is really for presentation of calculations via the use of XLC, where as my primary interest is putting the calculations to work behind the scenes.  Presentations of calculations on a printed page has relatively limited options, where as user interfaces and user experience requirements produces calculations in a multitude of different forms. {ExcelCalc's policies therefore largely prevent me from replicating what is already there: seemingly trivial stuff I don't need to download, as been there done that, and created myself many years ago, but also not able to upload my variations either. Well actually I probably can upload, but that may then spawn a debate about replication: I don't want to go there. ExcelCalc's is largely a repository of calculations and/or formula rather than tools to perform the calculations.}

Designing the user interface is also not my domain, its the behind the scenes number crunching that I focus on. Also it isn't one-off calculations or point-value calculations which interest me, but calculations across some domain. So not the point-value calculations to design a single structure which is of interest, but the limitations of the available structural materials for a given structural form. For example what is the maximum envelope which can be provided by the available cold-formed c-sections in the form of a rigid moment frame? What is the largest practical parallel chord roof truss that can be fabricated and installed? How do these limitations relate to manufacturing economics? These are interests and questions, actually answering them is another matter.

Any case here are some links to the posts written so far on spreadsheets and software:

Plane Frames

1. Plane Frame Analysis
2. Plane Frame Analysis Front End
3. Plane Frame Analysis Alternative Front End
4. Plane Frame Analysis Front End Version 4
5. Plane Frame Analysis Back End

Other Structural

1. Barriers Design
2. Steel Design AS4600
3. Materials Library
4. Simple Shed Calculator for fixed base Gable Frame, using Kleinlogel Formula
5. Soil Heave Calculator
6. Contents of schTechLIB

Miscellaneous

1. Exporting Blogger Posts to individual html files
2. Managing files, and Google Chrome Bookmarks