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X Y and Partners Project Steel Beam Designaddress Client Made by Date Job No
Description CJB 12-8-00 2001tel & fax nos Checked Revision Page No
Unregistered Copy for Evaluation - - 02Design in accordance with BS 5950 : Part 1 : 1990
Choose steel section: Simply supported beamSpan (m) 15.000 Design Status
FULL DESIGN LOADING (kN)Concentrated loading or reaction at support *
Web Compression StrengthPerry strut formula (N/mm²)
pyw
lo
pE
Web Buckling Resistance, Pw
b1 n1 pc Pw pc
Local Web Bearing Capacity, Pcrip
b1 n2 pyw Pcrip
Web Bearing and Buckling Design
Web Bearing
UBUCRSJ
Web Buckling
grade S275grade S355
Steel grade
PFC
Tick for flange restrained
Choose steel section:
NOTES.b1 = stiff bearing length.n1 = length obtained by load dispersion at 45 degs though half the section depth.n2 = length obtained by load dispersion through the flange and root radius at a slope of 1:2.5.c = overlap distance from end of beam section to the stiff bearing. (If end of beam section on stiff bearing, c = 0)
Tick for support reaction
G6
To register, refer to the About sheet for details.
C17
Table 6
G17
Modulus of elasticity
G32
Effective length factor refer to table 24
C33
depth between fillets
E33
Slenderness of an unstiffened web.
G33
Effective length of web.
G34
radius of gyration of web
G35
Slenderness of an unstiffened web.
C40
Stiff bearing length
D40
Overlap dimension (if unknown, enter zero)
E40
Buckling load dispersion length
C50
Stiff bearing length
D50
Overlap dimension (if unknown enter zero)
E50
Bearing load dispersion length
Factors for Lateral Torsional BucklingEquivalent Uniform Moment Factor Calculator
Table 15. Slenderness correction factor, n, for members with applied loading substantially concentrated within the middle fifth of the unrestrained length.
a=M/Mob positive b negative
ref: Table 18
B5
Larger end moment on a span equal to the unrestrained length.
D5
Smaller end moment on a span equal to the unrestrained length.
F5
Ratio of the smaller end moment to the larger end moment.
G5
Equivalent uniform moment factor
F13
Larger end moment on a span equal to the unrestrained length.
H13
Smaller end moment on a span equal to the unrestrained length.
J13
Mid-length moment on a simply supported span equal to the unrestrained length.
Table 15. Slenderness correction factor, n, for members with applied loading substantially concentrated Table 16. Slenderness correction factor, n, for members with applied loading other than as fortable 15.
b negativea=M/Mo
b positive b negative
L13
Ratio of the smaller end moment to the larger end moment.
M13
Slenderness correction factor
S13
Larger end moment on a span equal to the unrestrained length.
U13
Smaller end moment on a span equal to the unrestrained length.
Table 16. Slenderness correction factor, n, for members with applied loading other than as for
b negative
W13
Mid-length moment on a simply supported span equal to the unrestrained length.
Y13
Ratio of the smaller end moment to the larger end moment.
Z13
Slenderness correction factor
0.68 0.65 0.65 0.65
NOTESFOREWORD
SETUP
Screen resolution 800x600 with large fonts: 67%Screen resolution 800x600 with small fonts: 85%Screen resolution 1024x768 with large fonts: 85%Screen resolution 1024x768 with small fonts: 105%
Company Details
KEY INFORMATIONMicrosoft Excel
British Standard Specification (BSI)
SupportRegistered users may obtain support for this spreadsheet from: [email protected] InformationRefer to the accompanying README.TXT file for additional information.
USING STEEL BEAM FOR MICROSOFT EXCELThe following colour key is a guide to using the full calculation page spreadsheets.
Input required. 24 Remove value
This spreadsheet performs an analysis and design of simply supported and cantilever, steel beams bending about their X-X axis and subjected to gravity loads. Beams can be either with full restraint or without full restraint.
Design is in accordance with BS 5950-1:1990. Bending moments, shear forces and deflections are computed at 1/60th positions along the span and the maximums of these values are used for the design. The equations for the analysis have been obtained from the Reinforced Concrete Designer's Handbook by Reynolds and Steedman. Self weight of the steel section is automatically included in the calculations. The moment capacity of the section is calculated taking into account the corresponding shear force and a reduction is made as necessary. A check is made to see if a shear bucking calculation is required and a warning is issued. This spreadsheet also contains a calculation sheet for checking local web bearing and buckling.
The spreadsheet uses UK steel section properties which have been directly obtained from the Corus Construction Manual, released on CD in February 2000. The values were imported into Microsoft Excel v8.0 from the html tables contained on the Corus CD. No typing in of values has been carried out and therefore these tables should accurately reflect the tables as published by Corus.
This spreadsheet has been formatted using Arial, Arial Black, Symbol and Tahoma truetype fonts. The spreadsheet has been optimised for a screen resolution of 1027x768 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:
Enter your company name and other details in the title block on the first sheet only. This is the 'Not Full Restraint' sheet. The details will be automatically copied to the other sheets. Company details cannot be entered in the other sheets directly.
This spreadsheet has been developed for use in Microsoft Excel 97 (v8.0) on the Microsoft Windows 95/98 operating system.
This spreadsheet has been developed to comply with BS 5950 : Part 1 : 1990 and amendment no. AMD 6972 published 28 February 1992.
Computed output Error/ Alert
Message
Clear cell contentsTo clear the contents of a cell, right click your mouse on the cell and then click Clear Contents.
ACCURACY
MOMENT CAPACITY
EFFECTIVE LENGTH
LOCAL WEB BUCKLING AND BEARINGWeb Slenderness Ratio
Support Reaction Tick Box
This spreadsheet calculates exact values of bending moment, shear force and deflections at 1/60th positions along the span of the beam. As the actual maximum moment may not occur at precisely one of these positions, a small error in the value of the moment may occur.In a simply supported beam, the shear force should be zero at the point of maximum moment. Where the critical section coincides with the maximum moment, a small value for shear force may be displayed. This occurs because of the small inaccuracy in determining the exact position of the maximum moment.The above inaccuracies are no different than that displayed in software produced by the Steel Construction Institute which employ similar methods of analysis and design.
However, these inaccuracies should be viewed in the correct perspective. The fact that the beam is checked and designed at 61 positions along its span clearly indicates a more realistic approach to the actual behaviour of the beam. Consider a beam with a single point load where the maximum moment is at the point of zero shear. According to the code, one would be justified in stating 'low shear'. Yet, just a fraction away from the point of maximum moment, the shear force leaps to its maximum value which could result in 'high shear' and an under designed beam. This spreadsheet, by virtue of checking at 61 positions along the beam, would not be caught out by such mathematical anomalies.
Moment capacity is calculated at 1/60th positions along the beam span taking into account the co-existent shear force. If the shear force is determined as 'high', then the corresponding moment capacity is reduced in accordance with code requirements. At each position the 'unity factor' is calculated. This factor is the ratio of the applied moment to the moment capacity. A unity factor of one represents full utilisation of the beam's capacity. A unity factor exceeding one indicates failure. The largest value of the unity factor determines the position of the critical section along the beam.
Click on the "factor" cell and choose an effective length factor from the drop-down list.If circumstances dictate a factor which is not listed, enter the factor directly into the "factor" cell ignoring the drop-down list. This procedure can be used when considering a portion of beam between a lateral restraint and an end support. Calculate the effective length in accordance with clause 4.3.5 and divide it by the length between the restraint and the end support to obtain an effective length factor for entering into the "factor" cell..
The effective length of an unstiffened web with the flange restrained is calculated from 2.5d/t (cl. 4.5.2.1). This is based on an effective length of the web equal to 0.7d where d is the depth between fillets. Clear the flange restrained tick box for a flange which is not restrained. This will enable the effective length of the web to be calculated using LE factors obtained from Table 24 of the code.
Tick this box when considering the reaction at an end support. Clear the box when considering a point load applied to the top flange of a beam. A point load applied to the top flange will disperse to either side of the stiff bearing length. An end support reaction will disperse to only one side of the stiff bearing length plus a partial dispersal through any overlap of the end of the beam past the stiff bearing length. (see the sketch on the Bearing & Buckling sheet)Note! If a point load is closer to the end of a beam than half the dispersal length (n1 or n2), calculate as if for a support reaction.
Overlap Dimension 'c'
TIPS
SHORT CUTSEntering Numerical Data
Tick this box when considering the reaction at an end support. Clear the box when considering a point load applied to the top flange of a beam. A point load applied to the top flange will disperse to either side of the stiff bearing length. An end support reaction will disperse to only one side of the stiff bearing length plus a partial dispersal through any overlap of the end of the beam past the stiff bearing length. (see the sketch on the Bearing & Buckling sheet)Note! If a point load is closer to the end of a beam than half the dispersal length (n1 or n2), calculate as if for a support reaction.
This is the dimension between the end of a beam and the stiff bearing length when a beam overlaps the stiff bearing length. (see the sketch on the Bearing & Buckling sheet). If the end of the beam does not overlap the stiff bearing length, then c = 0.
#1 When entering loads. the partial UDL cells can be used for point loads by entering zero in the loaded length cell.#2 To enter project data into a number of sheets simultaneously, hold down the CTRL key and click on the sheet tabs of the relevant sheets. This will 'group' the sheets and data entered into one sheet will be automatically entered into the others. When finished, click on any other sheet tab which has not been selected to release the 'group' selection feature.
Expressions may be entered in place of numbers in cells requiring numerical input. e.g. To enter an expression:-Click on the relevant cell. Enter the following: =4+8*3 - This expression evaluates to 28. You will see the expression if you double click on the cell or if you have the formula bar showing (go to View menu and click Formula Bar).
NOTES
Registered users may obtain support for this spreadsheet from: [email protected]
This spreadsheet performs an analysis and design of simply supported and cantilever, steel beams bending about their X-X axis and subjected to gravity loads. Beams can be either with full restraint or without full restraint.
Design is in accordance with BS 5950-1:1990. Bending moments, shear forces and deflections are computed at 1/60th positions along the span and the maximums of these values are used for the design. The equations for the analysis have been obtained from the Reinforced Concrete Designer's Handbook by Reynolds and Steedman. Self weight of the steel section is automatically included in the calculations. The moment capacity of the section is calculated taking into account the corresponding shear force and a reduction is made as necessary. A check is made to see if a shear bucking calculation is required and a warning is issued. This spreadsheet also contains a calculation sheet for checking local web
The spreadsheet uses UK steel section properties which have been directly obtained from the Corus Construction Manual, released on CD in February 2000. The values were imported into Microsoft Excel v8.0 from the html tables contained on the Corus CD. No typing in of values has been carried out and therefore these tables should accurately
This spreadsheet has been formatted using Arial, Arial Black, Symbol and Tahoma truetype fonts. The spreadsheet has been optimised for a screen resolution of 1027x768 HiColor (16 bit) using large fonts.
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:
Enter your company name and other details in the title block on the first sheet only. This is the 'Not Full Restraint' sheet. The details will be automatically copied to the other sheets. Company details cannot be entered in the other sheets
This spreadsheet has been developed for use in Microsoft Excel 97 (v8.0) on the Microsoft Windows 95/98 operating
This spreadsheet has been developed to comply with BS 5950 : Part 1 : 1990 and amendment no. AMD 6972 published
Not fullrestraint
Full restraint
B15
The Author acknowledges any copyright Corus may hold over the steel section properties information.
To clear the contents of a cell, right click your mouse on the cell and then click Clear Contents.
This spreadsheet calculates exact values of bending moment, shear force and deflections at 1/60th positions along the maximum moment may not occur at precisely one of these positions, a small error in the
In a simply supported beam, the shear force should be zero at the point of maximum moment. Where the critical section coincides with the maximum moment, a small value for shear force may be displayed. This occurs because of the small
The above inaccuracies are no different than that displayed in software produced by the Steel Construction Institute
However, these inaccuracies should be viewed in the correct perspective. The fact that the beam is checked and designed at 61 positions along its span clearly indicates a more realistic approach to the actual behaviour of the beam. Consider a beam with a single point load where the maximum moment is at the point of zero shear. According to the code, one would be justified in stating 'low shear'. Yet, just a fraction away from the point of maximum moment, the shear force leaps to its maximum value which could result in 'high shear' and an under designed beam. This spreadsheet, by virtue of checking at 61 positions along the beam, would not be caught out by such mathematical anomalies.
Moment capacity is calculated at 1/60th positions along the beam span taking into account the co-existent shear force. If the shear force is determined as 'high', then the corresponding moment capacity is reduced in accordance with code requirements. At each position the 'unity factor' is calculated. This factor is the ratio of the applied moment to the moment capacity. A unity factor of one represents full utilisation of the beam's capacity. A unity factor exceeding one indicates failure. The largest value of the unity factor determines the position of the critical section along the beam.
Click on the "factor" cell and choose an effective length factor from the drop-down list.If circumstances dictate a factor which is not listed, enter the factor directly into the "factor" cell ignoring the drop-down list. This procedure can be used when considering a portion of beam between a lateral restraint and an end support. Calculate the effective length in accordance with clause 4.3.5 and divide it by the length between the restraint and the end support to obtain an effective length factor for entering into the "factor" cell..
The effective length of an unstiffened web with the flange restrained is calculated from 2.5d/t (cl. 4.5.2.1). This is based on an effective length of the web equal to 0.7d where d is the depth between fillets. Clear the flange restrained tick box for a flange which is not restrained. This will enable the effective length of the web to be calculated using LE factors
Tick this box when considering the reaction at an end support. Clear the box when considering a point load applied to the top flange of a beam. A point load applied to the top flange will disperse to either side of the stiff bearing length. An end support reaction will disperse to only one side of the stiff bearing length plus a partial dispersal through any overlap of the end of the beam past the stiff bearing length. (see the sketch on the Bearing & Buckling sheet)
If a point load is closer to the end of a beam than half the dispersal length (n1 or n2), calculate as if for a support
Tick this box when considering the reaction at an end support. Clear the box when considering a point load applied to the top flange of a beam. A point load applied to the top flange will disperse to either side of the stiff bearing length. An end support reaction will disperse to only one side of the stiff bearing length plus a partial dispersal through any overlap of the end of the beam past the stiff bearing length. (see the sketch on the Bearing & Buckling sheet)
If a point load is closer to the end of a beam than half the dispersal length (n1 or n2), calculate as if for a support
This is the dimension between the end of a beam and the stiff bearing length when a beam overlaps the stiff bearing length. (see the sketch on the Bearing & Buckling sheet). If the end of the beam does not overlap the stiff bearing length,
When entering loads. the partial UDL cells can be used for point loads by entering zero in the loaded length cell. To enter project data into a number of sheets simultaneously, hold down the CTRL key and click on the sheet tabs of
the relevant sheets. This will 'group' the sheets and data entered into one sheet will be automatically entered into the others. When finished, click on any other sheet tab which has not been selected to release the 'group' selection feature.
Expressions may be entered in place of numbers in cells requiring numerical input. e.g. To enter an expression:-Click on the relevant cell. Enter the following: =4+8*3 - This expression evaluates to 28. You will see the expression if you double click on the cell or if you have the formula bar showing (go to View menu and click Formula Bar).
Registration ¤ THIS IS AN UNREGISTERED COPY ¤Single user licence: £40 VALID FOR 0 COPIES ONLYCompany multiple-user licence: £40 per copy installed
Delivery will be by attachment to an email.
Licence for Use and Distribution
Disclaimer
REVISION HISTORYDate Version Action
Please ensure you have the latest version of this software, which may be downloaded from the internet via this hyperlink : http://www.structural-engineering.org.ukClick the Connect button to go to the web site.
If you have comments, suggestions, bug reports or require information, please email: [email protected]
To order a copy, please send a cheque payable to 'C. Buczkowski' to the following address:Flat 708, 100 Kingsway, North Finchley, LONDON N12 0EQ
You should include your email or postal address and a contact telephone number. Also include the name you require the spreadsheet registered to (30 characters maximum).
This spreadsheet is NOT a public domain program. It is copyrighted by the Author*. This software is protected by United Kingdom copyright law and also by international treaty provisions. The Author grants you a licence to use this software for evaluation purposes for an indefinite period. You may not use, copy, rent, lease, sell, modify, decompile, unprotect, disassemble, otherwise reverse engineer, or transfer this software except as provided in this agreement. Any such unauthorised use shall result in immediate and automatic termination of this licence. All rights not expressly granted here are reserved to the Author. You may copy and distribute the unregistered version of this spreadsheet, completely unaltered, without further permission. The readme.txt file must accompany copies of the spreadsheet.* The Author is Chris Buczkowski.
THIS SOFTWARE IS PROVIDED FOR EVALUATION ONLY, ON AN "AS IS" BASIS. THE AUTHOR DISCLAIMS ALL WARRANTIES RELATING TO THIS SOFTWARE, WHETHER EXPRESSED OR IMPLIED, INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. THE AUTHOR* SHALL NOT BE LIABLE FOR ANY INDIRECT, CONSEQUENTIAL, OR INCIDENTAL DAMAGES ARISING OUT OF THE USE OR INABILITY TO USE SUCH SOFTWARE, EVEN IF THE AUTHOR HAS BEEN ADVISED OF THE POSSIBILITY OF SUCH DAMAGES OR CLAIMS. THE PERSON USING THE SOFTWARE BEARS ALL RISK AS TO THE QUALITY AND PERFORMANCE OF THE SOFTWARE. ALTHOUGH EVERY EFFORT HAS BEEN MADE TO ENSURE THE ACCURACY OF THIS PROGRAM, USERS SHOULD VERIFY THE RESULTS FOR THEMSELVES
Number of loads increased, analysis increased to 60 nodes across span, calculation sheet rearranged, effective length factor improved. Cantilever beam sheet added. Web bearing and buckling sheet added. Other minor amendments.
STEEL BEAM FOR MICROSOFT EXCEL
¤ THIS IS AN UNREGISTERED COPY ¤VALID FOR 0 COPIES ONLY
This spreadsheet is NOT a public domain program. It is copyrighted by the Author*. This software is protected by United Kingdom copyright law and also by international treaty provisions. The Author grants you a licence to use this software for evaluation purposes for an indefinite period. You may not use, copy, rent, lease, sell, modify, decompile, unprotect, disassemble, otherwise reverse engineer, or transfer this software except as provided in this agreement. Any such unauthorised use shall result in immediate and automatic termination of this licence. All rights not expressly granted here are reserved to the Author. You may copy and distribute the unregistered version of this spreadsheet, completely unaltered, without further permission. The readme.txt file must accompany copies of the spreadsheet.
THIS SOFTWARE IS PROVIDED FOR EVALUATION ONLY, ON AN "AS IS" BASIS. THE AUTHOR DISCLAIMS ALL WARRANTIES RELATING TO THIS SOFTWARE, WHETHER EXPRESSED OR IMPLIED, INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. THE AUTHOR* SHALL NOT BE LIABLE FOR ANY INDIRECT, CONSEQUENTIAL, OR INCIDENTAL DAMAGES ARISING OUT OF THE USE OR INABILITY TO USE SUCH SOFTWARE, EVEN IF THE AUTHOR HAS BEEN ADVISED OF THE POSSIBILITY OF SUCH DAMAGES OR CLAIMS. THE PERSON USING THE SOFTWARE BEARS ALL RISK AS TO THE QUALITY AND PERFORMANCE OF THE SOFTWARE. ALTHOUGH EVERY EFFORT HAS BEEN MADE TO ENSURE THE ACCURACY OF THIS PROGRAM, USERS SHOULD VERIFY THE RESULTS FOR
Amended conditional formatting error in partial UDL's.Administrative revisIon.Administrative revisIon.
Number of loads increased, analysis increased to 60 nodes across span, calculation sheet rearranged, effective length factor improved. Cantilever beam sheet added. Web bearing and
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The aim of the spreadsheet is to reduce the time taken to produce a bar schedule, reduce arithmetical errors, reduce scheduling errors, increase compliance with the BSI specified format for bar scheduling and, eventually, become the basis for electronic data interchange.
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Universal Beams to BS4 Part1 1993 - Dimensions & Properties