Category: RESOURCES

Steel Beam Web Stiffener Analysis Spreadsheet

Steel Beam Web Stiffener Analysis Spreadsheet

 

This spreadsheet is a program written in MS-Excel for the purpose of analysis of steel beams subject to concentrated loads.  Specifically, web yielding, web crippling, and web buckling criteria are checked to determine if web stiffeners are required to resist the concentrated load.  If stiffeners are required, the stiffener size and weld requirements are determined.

This program is a workbook consisting of three (3) worksheets, described as follows:

  • Doc – Documentation sheet
  • Beam Stiffeners – Steel beam web stiffener analysis for concentrated loads
  • Beam Stiffeners (Table) – Steel beam web stiffener analysis for concentrated loads (table version)

All the worksheets are independent and self contained, so that you can move them from one workbook to another. All the worksheets are protected, but not with a password.

Program Assumptions and Limitations:

1.  This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual for wide flange beams subjected to concentrated compressive loads per Chapter K, pages 5-80 to 5-83.

2.  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).

3.  For the purpose of determining the total composite section to be considered for resisting the compressive load, the program assumes a spacing of 3″ center-to-center between the stiffener pairs.  Thus the total effective strips of web to be included in the composite section along with the stiffeners are as follows:
For interior condition (P or R > d/2):
1-pair:25*tw
2-pairs:  25*tw+3″
3-pairs:  25*tw+6″
For end condition (P or R <= d/2):
1-pair:12*tw
2-pairs:  12*tw+3″
3-pairs:  12*tw+6″

4.  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”.)

Calculation Reference
AISC

 

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Steel Beam and Column Analysis Spreadsheet

Steel Beam and Column Analysis Spreadsheet

 

This spreadsheet is a program written in MS-Excel for the purpose of analysis and code checking of steel beams and columns.  Specifically, beams and columns are analyzed / code checked per the AISC 9th Edition Allowable Stress Design (ASD) Manual.  Both actual and allowable stresses are computed, with the final result being a computed “stress ratio” of actual stress/allowable stress.  Also, a list of the lightest weight members which satisfy the code check is displayed for convenience.

This program is a workbook consisting of six (6) worksheets, described as follows:

  • Doc – Documentation sheet
  • BeamCol(I) – Analysis / Code Check for W, S, M, and HP Shapes
  • BeamCol(Built-Up) – Analysis / Code Check for Non-Database and Built-Up Shapes
  • BeamCol(C) – Analysis / Code Check for Channel Shapes
  • BeamCol(Tube) – Analysis / Code Check for Rectangular HSS (Tube) Shapes
  • BeamCol(Pipe) – Analysis / Code Check for Round HSS and Pipe Shapes

All the worksheets are independent and self contained, so that you can move them from one workbook to another. All the worksheets are protected, but not with a password.

Program Assumptions and Limitations:

1.   This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual (1989).

2.   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).

3.   The “BeamCol(Built-Up)” worksheet is valid for AISC W, S, M, and HP shapes NOT contained in the AISC 9th Edition Manual, as well as for non-hybird and doubly-symmetrical (“I” shaped) built-up members which have their flanges continuously welded to the web and which DO NOT quailify as plate girders.(Note: the AISC Code limiting value on the web for built-up beams not to qualify as plate girders is as follows:
(d-2*tf)/tw <= 760/SQRT(0.60*Fy)

4.   This program is NOT valid for tees (WT shapes) and angles.

5.   In this program for members subjected to known loadings consisting of axial load (compression or tension) and/or uniaxial or biaxial bending, both the actual and allowable stress are computed, with the final result being a computed “stress ratio” of actual stress/allowable stress.

6.   The “BeamCol(Built-Up)” worksheet will require the input for the total depth, web thickness, flange width, and flange thickness.  Then, all the remaining section properties are automatically calculated, assuming straight,non-sloping flanges.

7.  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.

8.  If an axially loaded compression member has a value of the maximum slenderness ratio K*L*12/r >200, then a message will appear.  However, this program DOES NOT consider or deem a particular member as “inadequate” based on the slenderness ratio of 200 being exceeded.

9.  For the case of combined axial compression with bending, if the calculated value of fa >=F’e (which is not allowed) then a warning (error!) message will appear.

10. When the values of either ‘Lx’, ‘Ly’, or ‘Lb’ are input = 0′ (or actually <= 1.0′), this program will use a value = 1.0′.

11. When a stiffened element (web) of a member subjected to axial compression is classified as a “slender” element (exceeding non-compact limits) based on local buckling criteria, then the program complies with AISC Appendix B.

12. In the “BeamCol(C)” worksheet for channels subjected to Y-axis bending, the properties database uses the minimum value of ‘Sy’.  However, it is desired to calculate the bending stress at the back of the channel instead of at the tips of the flanges, this may be done by computing a “reduced effective” Y-axis bending moment,  Mye = My*Sy*(xbar)/Iy , for member loading input.

13. The values of ‘Cb’, ‘Cmx’, ‘Cmy’, ‘Kx, and ‘Ky’ may be calculated (if applicable) by accessing the additional input data to the right of the main page in each of the calculation worksheets.  Then, these calculated values can be input under the member design parameters on the main page.  (Note: there are equations which very closely approximate the solutions for ‘Kx’ and ‘Ky’ obtained using the AISC Code Alignment Charts.)

14. This program does not calculate or check shear or deflection in member

15. This program does not consider torsion on member.

16. This program does not consider deduction for holes in members subjected to tension.

17. 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”.)

Calculation Reference
AISC

 

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Stair Stringer Design Spreadsheet

Stair Stringer Design Spreadsheet

 

This worksheet is written in order to design uniformly loaded simple stair steel stringers in accordance with the AISC 13th Edition requirements – Section F. It can also be used as a check or to investigate an existing stringer steel section.

The design is based upon user selected limits on stringer depth and the allowable deflections. For those cases where it is necessary to verify a railing connection to the top of the stringer the user can define upper and lower limits on width of the stringer flange as well. Stringer types are limited to C channel, MC channel and rectangular tubes.

Based upon all of the user defined selection criteria in conjunction with the applied loads, a maximum of 16 selections are automatically made from the AISC steel shape database and are tabulated along with their relevant section properties.

The following  apply
1. Channel  stringers are assumed to be simply supported on each end and continuously laterally braced along their length by the stair pan.
2. All current ASTM A6 C, MC and tubes are compact
3. Stringers are assumed to be pinned top & bottom such that vertical loads are distributed equally to top & bottom supports.

Input
1. The user defines the uniform loads as well as the allowable deflection criteria and the upper and lower bounds on stringer depth.
2.  One can check an existing stringer section simply by inputing the appropriate limits on the section properties so they match the section on question. If the section shows up in the results table then it is an appropriate selection.

 

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Two-way Spanning Reinforced Concrete Slab Design Spreadsheet

Two-way Spanning Reinforced Concrete Slab Design Spreadsheet

 

This spreadsheet performs an analysis and design of two-way spanning reinforced concrete slab. It can be used by both practicing Engineers and students. Main features of the spreadsheet 1. nice user-friendly interface 2. input cells automatically cross out invalid data 3. automatic generation of a step by step design calculation.

FOREWORD

This spreadsheet performs an analysis and design of two-way spanning reinforced concrete slab.

Design is in accordance with BS 8110-1:1997. Bending moments coefficiens have been taking from the BS code. The equations for the analysis have been obtained from the Reinforced Concrete Designer’s Handbook by Reynolds and Steedman. Self weight of the Slab is calculated automatically and included in the calculations.

SETUP

This spreadsheet has been formatted using Arial, Symbol and Callibri truetype fonts. The spreadsheet has been optimised for a screen resolution of 1024×768 HiColor (16 bit) using large fonts.

Use the Zoom button on the toolbar to reduce or enlarge the display to suit your computer. Use the Save button to permanently store your new settings. Recommended zoom settings are as follows:

Screen resolution 800×600 with large fonts:67%
Screen resolution 800×600 with small fonts:85%
Screen resolution 1024×768 with large fonts:85%
Screen resolution 1024×768 with small fonts:105%

Company Details

Enter your company name and other details in the title block on the Slab Design sheet only. The details will be automatically copied to the other sheets. Company details cannot be entered in the other sheets directly.

KEY INFORMATION

Microsoft Excel

This spreadsheet has been developed for use in Microsoft Excel 2007 on the Microsoft Windows XP operating system.

British Standard Specification (BSI)
This spreadsheet has been developed to comply with BS 8110 : Part 1 : 1997

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Base Plate Analysis and Design Spreadsheet

Base Plate Analysis and Design Spreadsheet

 

  • 1A, 2A, 3A, 4A = Biaxial Bending + Tension or Compression, 4 to 8 concrete anchors
  • 1B, 2B, 3B, 4B = Biaxial Bending + Tension or Compression, 4 to 8 concrete anchors
  • 1C, 2C, 3C, 4C = Biaxial Bending + Tension or Compression, 4 to 8 concrete anchors
  • 1D, 2D, 3D, 4D = Biaxial Bending + Tension or Compression, 4 to 8 concrete anchors
  • 4 = Uniaxial Bending + Tension or Compression, 4 concrete anchors
  • 5 = Compression Only
  • 6 = Tension Only
  • 1A THRU 3D – Biaxial Bending Plus Tension or Compression
  • 1A   – Biaxial Bending Plus Tension or Compression
  • 2A – Biaxial Bending Plus Tension or Compression
  • 3A – Biaxial Bending Plus Tension or Compression
  • 4A – Biaxial Bending Plus Tension or Compression
  • 1B – Biaxial Bending Plus Tension or Compression
  • 2B – Biaxial Bending Plus Tension or Compression
  • 3B – Biaxial Bending Plus Tension or Compression
  • 4B – Biaxial Bending Plus Tension or Compression
  • 1C – Biaxial Bending Plus Tension or Compression
  • 2C – Biaxial Bending Plus Tension or Compression
  • 3C – Biaxial Bending Plus Tension or Compression
  • 4C – Biaxial Bending Plus Tension or Compression
  • 1D – Biaxial Bending Plus Tension or Compression
  • 2D – Biaxial Bending Plus Tension or Compression
  • 3D – Biaxial Bending Plus Tension or Compression
  • 4D – Biaxial Bending Plus Tension or Compression
  • 1A THRU 4D – Biaxial Bending Plus Tension or Compression
  • 1A THRU 4D – Biaxial Bending Plus Tension or Compression
  • 1A THRU 4D – Biaxial Bending Plus Tension or Compression
  • 4 – Uniaxial Bending Plus Tension or Compression
  • 5 – Compression Only
  • 6 – Tension Only
  • 4 thru 6 – Uniaxial Bending, Compression, Tension

 

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Tubular Member Check As Per API RP2A LRFD Spreadsheet

Tubular Member Check As Per API RP2A LRFD Spreadsheet

 

Note:

* Signs for axial compression/Tension have to be specified   ( – for compression or + for tension).
* All bending moments signs shall be positive.
* This spread sheet does not check for hydrostatic loadings and can only be used for members above water.
*Torsional Shear will be added in further revisions

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