Category: RESOURCES

Simplified Torsion Analysis For Steel Beams Spreadsheet

Simplified Torsion Analysis For Steel Beams Spreadsheet

 

This program is a workbook consisting of seven (7) worksheets, described as follows:

  • Cantilever – Ecc. Conc. Load Cantilever Beam with Eccentric Concentrated Load at Free End
  • Simple Span – Ecc. Conc. Load Simple Span Beam with Eccentric Concentrated Load Applied at Midspan
  • Cont. Span – Ecc. Conc. Load Continuous Beam with Eccentric Concentrated Load Applied at All Midspans
  • Cantilever – Ecc. Unif. Load Cantilever Beam with Eccentric Uniformly Distributed Load
  • Simple Span – Ecc. Unif. Load Simple Span Beam with Eccentric Uniformly Distributed Load
  • Cont. Span – Ecc. Unif. Load Continuous Beam with Eccentric Uniformly Distributed Load on All Spans

Program Assumptions and Limitations:

  1. The simplified torsion analysis used is this program is based on the following reference: USS Steel Design Manual (1981), Chapter 7: Torsion (Figures 7.9 & 7.10, pages 157-169), by: R.L. Brockenbrough & B.G. Johnston
  2. This program is valid for AISC W, S, M, and HP shapes.
  3. This program uses the database of member dimensions and section properties from the “AISC Shapes
    Database”, Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).
  4. This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual
    (1989).
  5. When the value of ‘Lb’ is input = 0 (or actually <= 1.0 ft.), this program will use a value = 1.0 ft.
  6. This program utilizes an “Allowable Stress Increase Factor” (ASIF) which is a multiplier of any of the calculated allowable stresses Fa, Fbx, and Fby and also the Euler column buckling stresses F’ex and F’ey.
    It is used and appears ONLY in the stress ratio calculation. Typically a value of 1.0 may be used. However, a
    value of 1.333 may be used for load combinations which include wind or seismic loads.
  7. This program does not calculate or check shear or deflection in member
  8. This program does not consider deduction for holes in members subjected to tension.
  9. This program contains numerous “comment boxes” which contain a wide variety of information including
    explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”
    is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
    desired cell to view the contents of that particular “comment box”.)

 

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Modeling and Understanding Floor Diaphragms in STAAD Pro Tutorial

Modeling and Understanding Floor Diaphragms in STAAD Pro Tutorial

 

In this video, you will learn how to model and understanding floor diaphragms in STAAD.Pro.

00:00 Introduction to Floor Diaphragms
03:08 Modeling Floor Diaphragms in STAAD.Pro
08:51 Modeling Diaphragm Masses in STAAD.Pro
16:12 Printing the Center of Rigidity for Floor Diaphragms in STAAD.Pro
18:46 Specifying the Floor Diaphragm Options in STAAD.Pro
25:55 Printing the Floor Diaphragm Story Stiffness in STAAD.Pro
27:10 Specifying the Seismic Eccentricity for Floor Diaphragms in STAAD.Pro

  1. Rigid Floor Diaphragm which assumes that the floor is very rigid to experience any in-plane and out-of-plane deformation. The rigid diaphragm action of floors
    assumes that the floor is stiff enough to undergo rigid body movement.
  2. Semi Rigid diaphragm which assumes that the floor is very rigid to experience any in-plane deformation but no out-of-plane deformation.
  3. Flexible diaphragms which assumes that the floor has no rigidity to resist lateral loads.

The rigid floor diaphragm assumption may not be appropriate if a relatively narrow building has closely spaced shear walls (i.e. the shear walls are stiffer than the floor diaphragm). In the case of a low rise building, the floor diaphragms may be flexible compared to the shear walls as in light wood framed construction.

For long narrow buildings with deep beams the rigid floor diaphragm assumption has to be evaluated carefully. The presence of a slab opening for elevators or stairs can weaken the floor diaphragm action.

Wood and metal decks without concrete fills may not be modeled as rigid diaphragms unless the floor system is braced properly. Hence, the use of these options in STAAD.pro requires good engineering decision making based upon the actual site conditions.

 

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Design of Water Tank Structure using RCDC, STAAD Advanced Concrete Design

Design of Water Tank Structure using RCDC, STAAD Advanced Concrete Design

 

Water tank design in RCDC can now be done using British Standard and European Standard code. The walls and slabs of the water tank must be modelled as parametric model in STAAD.Pro and analyzed using finite element modelling.

Create the water tank model and transfer it to RCDC after analyzing in STAAD.Pro to generate the detailed calculation, drawing and detailing.

Design of Water Tank Structure – This video covers entire workflow of designing the Water Tank Structure with in #RCDC #SACD — STAAD Advanced Concrete Design. It gives insights of the Design of different Structural Elements like Tank Walls, Tank Slabs, Column-Beam arrangement as part of the Water Tank structure.

Also, discussion is done about various Design and Detailing options / settings available and how it can be used to meet your requirements.

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