Fastrak Product Bulletin

FastrakCSCStructural steelworkanalysis and design

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PRODUCT BULLETINS

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Monday 18 June 2007 17:13

page 2 CSCs Offices Worldwide


CSC (UK) LtdYeadon House

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Email: [email protected]@cscasia.com.sg


Disclaimer page 3Disclaimer CSC (UK) Ltd does not accept any liability whatsoever for loss or damage arising from any errors which might be contained in the documentation, text or operation of the programs supplied.

It shall be the responsibility of the customer (and not CSC)

to check the documentation, text and operation of the programs supplied,

to ensure that the person operating the programs or supervising their operation is suitably qualified and experienced,

to ensure that program operation is carried out in accordance with the user manuals,

at all times paying due regard to the specification and scope of the programs and to the CSC Software Licence Agreement.

ProprietaryRights

CSC (UK) Ltd, hereinafter referred to as the OWNER, retains all proprietary rights with respect to this program package, consisting of all handbooks, drills, programs recorded on CD and all related materials. This program package has been provided pursuant to an agreement containing restrictions on its use.

This publication is also protected by copyright law. No part of this publication may be copied or distributed, transmitted, transcribed, stored in a retrieval system, or translated into any human or computer language, in any form or by any means, electronic, mechanical, magnetic, manual or otherwise, or disclosed to third parties without the express written permission of the OWNER.

This confidentiality of the proprietary information and trade secrets of the OWNER shall be construed in accordance with and enforced under the laws of the United Kingdom.

Fastrak documentation: Fastrak software: CSC (UK) Ltd 2008 CSC (UK) Ltd 2008All rights reserved. All rights reserved.

Trademarks Fastrak is a trademark of CSC (UK) LtdTEDDS is a registered trademark of CSC (UK) LtdOrion is a trademark of CSC (UK) Ltd3D+ is a trademark of CSC (UK) LtdThe CSC logo is a trademark of CSC (UK) Ltd

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All other trademarks acknowledged.

DisclaimerThursday 10 April 2008 16:39


Fastrak Product Bulletins page 4 :

Overview

This Product Bulletin supercedes all earlier versions. which should now be discarded. It is important that all engineers who have been using any of the Fastrak applications are aware of its contents.

The following chapters detail all issues of which we have become aware, and indicate in which release the issue was fixed. If the issue is still outstanding, you will find complete details of the problem in the following pages.

Building Designer : Fastrak Product Bulletins page 5Building Designer Product Bulletin - No. 1

Unsupported General BeamsFixed:- This issue was fixed in Fastrak Building Designer Release 5.1.

Occurrence:- Fastrak Building Designer Release 5.0

Issue:- When a continuous general beam passes over the tip of either a single-span general-beam-cantilever or a continuous general-beam-cantilever then the continuous general beam is not supported by the cantilever.

Problem:- When a continuous general beam passes over the tip of any general beam cantilever, then when it is creating the analysis model, Building Designer adds a node to the cantilever at the cantilever tip, however it also adds a second node to the continuous general beam at the same point.

This means that there are two coincident nodes in the analysis model, however these two nodes are not connected in any way. This means that the continuous beam which should be supported by the cantilever is not supported by it at all.

This error is masked in Building Designer, since the problem is only evident if you consider the tip forces in the cantilever with the extra node there are none. This makes this problem particularly easy to overlook.

If you look at the analysis model in S-Frame you can see the problem clearly since: there are coincident nodes, the deflection of the supported continuous beam is huge, there are unexpected torsions in the model, and the cantilever has no moment and shear in it. E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Building Designer\Building Designer Product Bulletin.fm

Fastrak Product Bulletins page 6 Building Designer : Building Designer Product Bulletin - No. 2

Plated General BeamsFixed:- This issue was fixed in Fastrak Building Designer Release 6.2.


Issue:- The ability to fabricate plated General Beams was inadvertently activated in the dialog in this release. Building Designer will attempt a design for these beams and displays the design results.

Problem:- The design calculations for plated General Beams has not been tested and hence the calculation results for these beams are not fully correct!.

Plated Simple BeamFixed:- This issue was fixed in Fastrak Building Designer Release 5.2


Issue:- Plated Section as a Cantilever Beam The program classifies only the top flange and the web.

Problem:- In the cantilever design case it is the bottom flange that is in bending compression. So, if plated sections with unequal flanges are selected, the classification can be wrong and this would also give errors in both the moment capacity Mcx and the buckling resistance moment, Mb.

If the flanges are equal, the results for plated cantilever beams are correct.

Workaround:- Ignore the design results for unequal flanged cantilever beams. They will be available for use in a subsequent release. Monday 19 May 2008 14:22

Building Designer : Fastrak Product Bulletins page 7Building Designer Product Bulletin - No. 3

Supports not at the base of a column may not be applied correctly.Fixed:- In version 6.2 and later, any supplementary support applied directly to a column will produce an Error in Validation.


Issue:- If a support is applied directly to a column at a location above the Base of the model, then the support may not be applied to the column in the analysis/design model and the design forces in the column potentially may not be correct.

Problem:- This can occur when:1. an additional support is applied to a simple or general column at a location where

there are no incoming beams in the relevant axis of the column; 2. an additional support is applied to a general column at a construction level (not a

floor level) irrespective of the presence of incoming beams.

In the above situations: the presence of the additional support is not properly taken into account in the calculation

of the column analysis/design forces, and the presence of the support is not taken into account when considering the strut buckling

restraints along the column.

The circumstances in which a model of this type would occur is rare, and it is likely that if the error does occur it would result in conservative answers, however we suggest that if you have any models where you have applied supports to columns above their Base level, that you carry out some checks.

Workaround:- Introduce short beam members to support the column at these locations and apply supports to these, rather than applying supplementary supports directly to the column itself. The resulting column analysis/design forces will then be correct as will the strut buckling effective lengths. E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Building Designer\Building Designer Product Bulletin.fm

Fastrak Product Bulletins page 8 Building Designer : Building Designer Product Bulletin - No. 4

A braces with vertical releases not behaving correctlyFixed:- This problem was fixed in Fastrak Building Designer Release 6.2.

Occurrence:- Fastrak Building Designer Release 6.0 and 6.1 only.

Issue:- There is a potentially unconservative design of beams which have A braces connected to them with released ends.

If a pair of braces is set up as A or V braces and their common joint set to be released to prevent vertical load being carried by the brace" then you will find that this setting does not work correctly and the braces carry vertical load which they should not. This happens because the vertical releases are not being modelled correctly.

Problem:- A and V braces which are released to prevent vertical load being carried by the brace are not working correctly. The issue was introduced into version 6.0 as a result of fixing a minor problem in version 5.3. Versions prior to 6.0 work correctly.

In Fastrak Building Designer release 6.0 and 6.1, if a vertical release is introduced into a pair of braces, then this is not working correctly as the vertical load is carried by the braces. This means that the braces act as a support to the beam to which they are connected.

The net result is that there is vertical loading in the braces and the beam to which the braces are connected is supported vertically by the braces. This should not be the case.

Although the results could be unconservative for the beams, a quick examination of the bending moment diagram will show whether this issue exists and as such it is unlikely that the issue will have gone unnoticed. Monday 19 May 2008 14:22

Building Designer : Fastrak Product Bulletins page 9Building Designer Product Bulletin - No. 5 - February 2007

Incorrect design forces in general cantilever beam with both column and brace at tipFixed:- This problem was fixed in Fastrak Building Designer Release 7.0.

Occurrence:- All releases up to and including Fastrak Building Designer Release 6.2

Issue:- Where a cantilever beam supports both a column and a brace at its free end, the forces in the cantilever beam are incorrect. This is because the forces from the brace are being ignored in the cantilever and hence not taken into account during the beam design.

There is no issue if the cantilever beam has either just the vertical column or the brace connected to it. It is only a problem when both are present, because the software assumes the brace is connected to the column and not the beam.

Workaround:- There is no guaranteed workaround for this issue, however for some models, changing the support type from Free to Simple connection corrects the problem. E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Building Designer\Building Designer Product Bulletin.fm

Fastrak Product Bulletins page 10 Building Designer : Building Designer Product Bulletin - No. 6 - June 2007

Resume of Issue Incorrect internal analysis model generated when both a curved beam and a slaved brace existwithin the model. A slaved brace is an A brace with vertical release at the top of the apex of theA.

Occurrence This issue relates to the following version of the Product From version no. 6.2 October 2006 To version no. 7.0 May 2007

Issue The program builds the internal analysis model incorrectly when both a curved beam and a slaved braceexist within the same model.

Severity of Issue The internal analysis model generated is incorrect hence forces generated by the analysis are incorrect.

Identification of Issue This problem can be easily identified by viewing the bending moment profile of the curvedbeams, which show erroneous discontinuities along the curve of the beam.

Workaround Download the relevant service pack to correct this issue (see below for details).

If the service pack is not available to you, if possible remove the vertical release at the start andend of any braces which have had this attribute set with in the model, if this is not possible thenno other workaround is available.

IMPORTANT

Product bulletins are issued if there is a possibility of an un-conservative design, even if that possibility is rare. Please read the text below carefully to establish if you need to take any action. If you are unsure then please contact your local technical support department.Monday 19 May 2008 14:22

Building Designer : Fastrak Product Bulletins page 11Fixed For version 6.2 there is a fix available at www.Fastrak5950.com. Click technical support and download Service Pack 8 for Building Designer version 6.2.

Note: This service pack is only effective on version 6.2.

For version 7.0 Building and Floor Designer there is a fix available at www.Fastrak5950.com. Click technical support down load Service Pack 1 for Fastrak Release 15.0.

If you have any questions regarding this please contact your local technical support team. [email protected] E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Building Designer\Building Designer Product Bulletin.fm

Fastrak Product Bulletins page 12 Building Designer : Building Designer Product Bulletin - No. 7- May 2008

Resume of Issue When designing European HD and HE sections in Fastrak Simple Column, Fastrak GeneralColumn and Fastrak General Beam and in equivalent members or braces/truss members inFastrak Building Designer or Fastrak Portal Frame, an error in the choice of strut curve fromBS 5950 for H sections could result in an over estimate of the compressive strength of the sec-tion.

Occurrence This issue relates to all versions of Simple Column, General Column, and General Beam andequivalent members or braces/truss members in Building Designer or Fastrak Portal Frame, upto and including version 7.0 released May 2007

For Simple Column this is version 1.0 1996 to version 7 2007 For General Column this is version 5.0 2004 to version 7 2007 For General Beam this is version 5.0 2004 to version 7 2007 For Building Designer this is version 5.0 2004 to version 7 2007 For Portal Frame this is version 1.0 1996 to version 5 2007

Issue Table 23 of BS 5950-1:2000 is used to allocate a strut curve for use in Table 24, from which thecompressive strength, pc of a section can be determined.

The strut curve used depends on the section type. For UK sections, UBs are I sections and UCsare H sections. For I sections from sources other than Corus, it is a little less definitive. Thechange point between an I and an H section is when D/B < 1.2

All except 3 European HD sections are incorrectly assumed to be I-sections, as are about 1/3 ofthe HE sections. These incorrectly identified sections will have been assigned the wrong strutcurve for the buckling checks.

UB, UC and European IPE sections are CORRECTLY classed as either rolled I-sections orH-sections.

IMPORTANT

Product bulletins are issued if there is a possibility of an un-conservative design, even if that possibility is rare. Please read the text below carefully to establish if you need to take any action. If you are unsure then please contact your local technical support department.Tuesday 20 May 2008 13:28

Building Designer : Fastrak Product Bulletins page 13Severity of Issue It is our policy to acknowledge all potential un-conservative design with a product bulletin. Inthis case we have been able to ascertain that the maximum error in pc due to this issue is 12%and for a large number of the affected sections the error will be 6% or less. As such we deem thatthis issue is not severe.

Identification of Issue If you have used a HD as a column or brace in a Fastrak design section or as a beam with sig-nificant axial load, then you are almost certainly going to have encountered the issue since allexcept 3 HD sections should be treated as H-sections. About 1/3 of HE sections are affected.

Workaround There is no workaround. If you are currently working with HD and/or HE sections we wouldadvise that you allow some additional factor of safety rather than designing them too close tothe unity value of 1.0.

Fixed This problem has been fixed in version 8.0.1.36 of Fastrak Building Designer, Fastrak SimpleColumn, Fastrak General Column and Fastrak General Beam and version 5.0.1.0. of FastrakPortal Frame which will be distributed during May/June 2008.If you have any questions regarding this please contact your local technical support team. [email protected] E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Building Designer\Building Designer Product Bulletin.fm


Fastrak Product Bulletins page 12 Wind Modeller :

Wind Modeller Product Bulletin - No. 1

Fastrak Wind Modeller q value set to 0 kN/m2 on roof panelsIssue:- Wind load on roof panels applies a q value of 0 kN/m2 in error.

Problem:- When a roof panel is slightly non-planar, (but not sufficiently to fail the validation check), a rounding error can result in a q value of 0 kN/m2 being applied to that area of roof. An erroneous q value of 0 kN/m2 will also be applied to that an area of roof if you have entered your own Hr value and this does not correspond to an existing reference level within the Fastrak model.

We believe that instances of this are likely to be rare as we have only seen one example of the error. However we would advise you to carry out a check on any buildings where you have used the new Fastrak Wind Modeller.

In order to do this you should review the 'decomposed' loads within the 3D view for each wind load case. You can recognise the error since there will be a lack of UDL loading on the roof members. If there is a load, then we believe it will be correct since the error should result in zero load.

Alternatively you can review the beam end reactions or analysis results for the relevant wind load and check that these results are not zero. For example a view of the bending moments under the relevant load case should quickly identify members without any load.

Note This issue will not show up in the load in/load out comparison as the load is not applied in the first place.

Solution:- This issue was fixed in Wind Modeller 6.1

Simple Beam : Fastrak Product Bulletins page 13Simple Beam Product Bulletin - No. 1

Cantilevers incorrect equivalent uniform moment factor Issue:- Incorrect Equivalent Uniform Moment Factor mLt is used in the design of Cantilevers.

Problem:- In check design mode, for cantilevers without intermediate restraints the program is incorrectly calculating the Equivalent Uniform Moment Factor mLt. A value of 1.0 should always be used in this case, but the program calculates a values less then this as it would for a simple beam.

In auto design the program uses the correct value to determine the admissible sections list.

Fixed:- This issue was fixed in Simple Beam release 6.0.

Cantilevers incorrect effective length factorIssue:- An incorrect effective length factor is used in the design of cantilevers.

Problem:- In check design mode, the program takes the effective length of the cantilever as 1.0 L irrespective of which support condition is set.

In auto design the program uses the correct value to determine the admissible sections list.

Fixed:- This issue was fixed in Simple Beam release 6.0.

Error in shear area of tee sections over web openingsIssue:- The shear area of the upper and lower tee sections of plated sections over web openings is calculated incorrectly.

Problem:- For a rolled section the shear area of the upper and lower tee over an opening is taken through the flange. For plated sections the shear area should include the downstand of the tee only. The program does not make this differentiation and treats plated sections in the same way as rolled sections.

For large openings in plated sections the shear area of the upper and lower tee can be significantly overestimated. This may be critical for web openings in positions where the shear force is significant.

Fixed:- This issue was fixed in Simple Beam release 6.0.E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Simple Beam\simple Beam product bulletin.fm

Fastrak Product Bulletins page 14 Simple Beam : Simple Beam Product Bulletin - No. 2

Occurrence:- All releases up to and including Fastrak CD Release 14.0

Issue:- Web Opening Fail status not detected when tee classification is class 4.

Problem:- When the classification of the upper or lower tee is class 4 (slender) and the axial force T0 or T1 > Axial capacity of the upper tee Fyt or lower tee Fyb respectively, the software is not currently detecting this condition.

Fixed:- This issue was fixed in Simple Beam release 7.0.Monday 18 June 2007 17:13

Composite Beam : Fastrak Product Bulletins page 15Composite Beam Product Bulletin - No. 1

Error in shear area of tee sections over web openingsIssue:- The shear area of the upper and lower tee sections of plated sections over web openings is calculated incorrectly.

Problem:- For a rolled section the shear area of the upper and lower tee over an opening is taken through the flange. For plated sections the shear area should include the downstand of the tee only. The program does not make this differentiation and treats plated sections in the same way as rolled sections.

For large openings in plated sections the shear area of the upper and lower tee can be significantly overestimated. This may be critical for web openings in positions where the shear force is significant.

Fixed:- This issue was fixed in Composite Beam release 6.0.E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Composite Beam\Composite Beam product bulletin.fm

Fastrak Product Bulletins page 16 Composite Beam : Composite Beam Product Bulletin - No. 2

Shear at the low moment side of web openingsIssue:- The design forces (shear and moment) for web openings are taken as those at the 'low moment side'. Beyond the maximum moment position the shear becomes negative. For web openings in this area, the correct shear that is coincident with the moment, is not used in the design checks.

Problem:- Since the juxtaposition of loads and web openings may not, in reality, be exactly as assumed in the design model, all web openings are designed for a minimum shear force. This minimum shear force is taken as 15% of the maximum absolute shear on the beam.

The program currently finds that the minimum absolute shear (always a positive value) is greater than any negative shear. The comparison should, of course be made with the absolute value of shear at the low moment side.

Solution:- For beams with symmetrically placed web openings and symmetrical loading, there is no issue since the web openings in the positive shear area will be designed correctly.

For beams with some asymmetry, inspection of the design may prove sufficient. If there is any uncertainty and the program is being used in stand-alone, then the beam can be re-entered in the program but as if viewed from the opposite side.

Fixed:- This issue was fixed on Fastrak CD Release 12.0.Monday 18 June 2007 17:13


Influence of Effective Width of Composite Beams on Longitudinal Shear ForceIssue:- A recent Advisory Desk Note issued by the Steel Construction Institute (New Steel Construction July/August 2003) has provided new information on the calculation of the longitudinal shear force that is to be resisted by a composite beam.

For internal beams with adjacent beams at equal spacing, the longitudinal shear force per unit length along each (of two) shear planes is given by,

v = V/2s

Where

V = the longitudinal shear force taken as,

for full shear connection, the lesser of the resistance of the concrete flange and the steel beam,

for partial shear connection, the resistance of the shear connection.

s = the spacing of the shear connectors

However, for cases where the spacing is not equal and the effective width is governed by that spacing, the longitudinal shear force per unit length per plane is no longer equal.

Fastrak Composite Beam, knows only the width of the effective concrete flange and not how it is distributed either side of the beam. For internal beams, the longitudinal shear force per unit length is always calculated as being equally distributed on each shear plane using the formula given above. For edge beams it is assumed that there is only one shear plane and this has to resist all of the applied shear force that is v = V/s.

Thus for internal beams, where the effective width is not distributed evenly on either side of the beam, the program will be non-conservative but in a limited number of cases. Consider a composite beam of 12 m span,

when the beam spacing is 3.5 m on both sides, the effective width will be min(span/8, b1/2) + min(span/8, b2/2) = min(1.5, 1.75) + min(1.5, 1.75) = 3.0 m. The calculation for longitudinal shear force per unit length will be correct.

when the beam spacing is 2.5 m on both sides, the effective width will bemin(span/8, b1/2) + min(span/8, b2/2) = min(1.5, 1.25) + min(1.5, 1.25) = 2.5 m. The calculation for longitudinal shear force per unit length will be correct.

when the beam spacing is 3.5 m on one side and 2.5 m on the other side, the effective width will bemin(span/8, b1/2) + min(span/8, b2/2)= min(1.5, 1.75) + min(1.5, 1.25) = 3.0 m. The calculation for longitudinal shear force per unit length will be in error.E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Composite Beam\Composite Beam product bulletin.fm

Fastrak Product Bulletins page 18 Composite Beam : Based on the formulae for unequal distribution of effective width given in the Advisory Desk Note, the error in the program given in terms of the ratio of the correct value of v to that calculated by Fastrak Composite Beam can be determined from,

E = 2ke/(1 + ke)

Where

ke = the ratio of the larger component of the effective width to the smaller component.

In the example above, the ratio (ke) of the effective widths either side is 1.5/1.25 = 1.2 which gives an error of 2*1.2/(1 + 1.2) = 1.09. Thus for a 20% difference in effective width the error is around 9%.

For edge beams, all of the shear is taken on one plane and so the results in Fastrak Composite Beam will always be conservative.

Solution:- Check to see that the error is not significant. Monday 18 June 2007 17:13


Occurrence:- All releases up to and including Fastrak CD Release 14.0

Issue:- Web Opening Fail status not detected when tee classification is class 4.

Problem:- When the classification of the upper or lower tee is class 4 (slender) and the axial force T0 or T1 > Axial capacity of the upper tee Fyt or lower tee Fyb respectively, the software is not currently detecting this condition. This is only an issue for web openings checked for the construction stage loading or for composite beams checked as non-composite beams and DOES NOT affect the composite stage.

Fixed:- This issue was fixed in CompositeBeam release 7.0.E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Composite Beam\Composite Beam product bulletin.fm

Fastrak Product Bulletins page 20 Simple Column : Simple Column Product Bulletin - No. 1

Concrete self-weight ignoredIssue:- When calculating the self-weight of the column, the self-weight of the concrete was ignored.

Fixed:- This problem was fixed in release 2.0.

Concrete filled columns incorrect check statusIssue:- In some cases the program was showing an incorrect Pass status for the Local Capacity check, because it failed to identify the critical stack for this condition. When the check was Examined the correct status was shown.

Fixed:- This problem was fixed in release 2.0.Monday 18 June 2007 17:13

Simple Column : Fastrak Product Bulletins page 21Simple Column Product Bulletin - No. 2

Occurrence:- Fastrak CD Release 14.0

Issue:- Incorrect calculation of Perry factor used in calculation of buckling resistance moment to Clause B.2 BS 5950-1: 2000

Problem:- The value for the Perry factor is being calculated as LT = zero, when LT >L0 . This is only an issue for simple columns that are newly created in the standalone Simple Column application. Simple Columns created in FASTRAK Building Designer or subsequently exported to the standalone application are unaffected.

Fixed:- This problem was fixed in Simple Column release 7.0.E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Simple Column\simple column product bulletin.fm


Fastrak Product Bu page 22 Fastrak Connections :

Fastrak Connections Product Bulletin - No. 1

Fastrak Column Base - Reinforcement and Concrete Shear design incorrectOccurrence:- Fastrak Connections Release 6.0.0.16.

This issue is only relevant when a Column Base is defined in Fastrak Connections independently of Fastrak Building Designer; if column bases are designed within Fastrak Building Designer, the intended results are obtained.

Issue:- In this release of Fastrak Connections, it was intended that the Column Base concrete design would be limited to pinned bases carrying vertical load only (no shear). In this case, the design results for Reinforcement and Concrete Shear Resistance are correct. Should any shear or moment be applied to the base, then Beyond Scope is given in the design results.

It was intended that the same behaviour would occur when designing Column Bases in Fastrak Connections independently of Fastrak Building Designer. However, when certain loading is applied, design results are erroneously given for Reinforcement and Concrete Shear Resistance. These result are untested and should be given as Beyond Scope.

Problem:- A route through the Fastrak Connections Column Base when running independently of Fastrak Building Designer has been found which permits the design for reinforcement and concrete shear resistance.

In all situations, the Soil Bearing Pressure is correct but any results for Reinforcement and Concrete Shear Resistance should be ignored as they should read Beyond Scope.

Solution:- Ensure that if there is any shear or moment on a column base then the results for Reinforcement and Concrete Shear Resistance given by the software are ignored.

Fixed:- This issue was fixed in Fastrak Connections Release 6.2

E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Portal\FASTRAK Portal Prod Bulletin.fm

Portal Frame : Fastrak Product Bulletins page 23

Fastrak Portal Product Bulletin - No. 3

Second-order axial forces in propped portalsOccurrence:- Fastrak Portal Release 3.0

Issue:- When considering the second-order analysis of portal frames (to SCI P292), the axial force in the rafter is enhanced to allow for the deflection of the apex (termed second-order axials). For portal frames with pinned props these are not accurate.

Problem:- In all portal frames, the apex (or pseudo-apex for monopitch spans) will deflect, generally, vertically downwards. In order for the rafter to still support the same applied loads, the axial thrust in the rafter must increase. These enhanced axial forces in the rafter are a second-order effect that is taken into account in the second-order analysis to SCI P292. In a Standard portal the position of the apex is clear whilst in a Monopitch portal a pseudo-apex is assumed at the centre of the rafter. Mansard and Flat-topped portals are treated similarly. Propped portals are Standard portals with a pinned prop to the underside of the apex. This restrains the apex from deflecting and thus it would probably be more correct to use the deflection at the mid-point of the rafter.

The program currently uses the deflection at the apex in propped portals and so is likely to underestimate the increase in axial force in the rafter due to its deformation.

Solution:- A very limited study has shown that the increase in axial force based on the deflection of the mid-point of the rafter, has only a marginal effect on the final second-order load factor of the frame. You might, therefore, be justified in not taking account of this issue particularly if the second-order load factor of the frame is significantly above 1.0.

Alternatively, you could use the Amplified Sway Method to allow for second-order effects in the frame. This method can not be applied to frames in which the elastic critical buckling load factor, crit, is less than 4.6. Propped portals by their very nature are relatively flexible and so may be on the borderline of this limit.

Finally, you could consider modelling the frame as two monopitch spans 'back-to-back'. You must note, however, that this implies that the internal column is 'fixed' to the two incoming rafters and not pinned as in the case of the propped portal.

Fastrak Product Bulletins page 24 Moment Connections : Moment Connection Product Bulletin - No. 1

Column panel shear in connections with small steps

If you have a double sided connection where the step in levels is less than one half of the column depth, then Moment Connections designs the connection as double sided.

In this condition, however, Moment Connections does not check the column panel shear in the length of the column between the level of the bottom of the connection at the left-hand-side and that at the right-hand-side. Typical examples are illustrated below.

If you have a double sided connection where the step in levels is greater than one half of the column depth, then Moment Connections designs each side of the connection independently as a single sided connection. If the column panel shear is the limiting criteria to left, right or both sides, the moment capacity of the connection will use a compression force limited by the column panel shear capacity. This is correct. Monday 18 June 2007 17:13

Moment Connections : Fastrak Product Bulletins page 25Solution:- For a double-sided connection where the step in levels is less than one half of the column depth, you will need to perform hand calculations to confirm that the column web shear capacity is adequate in the region noted above. E:\CSC Doc\Fastrak Product Bulletins CD Release 15\Product Bulletins\Moment Connections\FASTRAK Moment Connection Product Bulletin.fm

OverviewBuilding DesignerBulletin No. 1Unsupported General Beams

Bulletin No. 2Plated General BeamsPlated Simple Beam

Bulletin No. 3Supports not at the base of a column may not be applied correctly.

Bulletin No. 4A braces with vertical releases not behaving correctly

Bulletin No. 5 - February 2007Incorrect design forces in general cantilever beam with both column and brace at tip

Bulletin No. 6 - June 2007Resume of IssueOccurrenceIssueSeverity of IssueIdentification of IssueWorkaroundFixed

Bulletin No. 7- May 2008Resume of IssueOccurrenceIssueSeverity of IssueIdentification of IssueWorkaroundFixed

Wind ModellerBulletin No. 1Fastrak Wind Modeller - q value set to 0 kN/m2 on roof panels

Simple BeamBulletin No. 1Cantilevers incorrect equivalent uniform moment factorCantilevers incorrect effective length factorError in shear area of tee sections over web openings

Bulletin No. 2

Composite BeamBulletin No. 1Error in shear area of tee sections over web openings

Bulletin No. 2Shear at the low moment side of web openings

Bulletin No. 3Influence of Effective Width of Composite Beams on Longitudinal Shear Force

Bulletin No. 4

Simple ColumnBulletin No. 1Concrete self-weight ignoredConcrete filled columns incorrect check status

Bulletin No. 2

Fastrak ConnectionsBulletin No. 1Fastrak Column Base - Reinforcement and Concrete Shear design incorrect

Portal FrameBulletin No. 3Second-order axial forces in propped portals

Moment ConnectionsBulletin No. 1Column panel shear in connections with small steps

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