Clean Columns

HELPClean Columns Help:1)You must Enable Macros in order for the spreadsheet "Clean Columns" to work.If the buttons on the worksheets don't work the Macros are not enabled.If you are not prompted as to whether or not you want to enable macros when you open Clean Columns, there are two possible reasons.First, Excel's macro security may be too high. To correct this, select "Tools" from the menu bar, then select "Macros", then "Security".The "Security" form will open. Choose the "Medium" or "Low" setting on the "Security Level" tab. Close then re-open Clean Columns.If the program still does not work, the second reason macros may not work is that some anti-virus software will identify the macros in this spreadsheetas a virus and remove or disable them from the file. If this happens, the spreadsheet will not function properly. Contact your computeradministrator for help in correcting these problems.2)If you are getting errors while running Clean Columns such as "Path not Found" or "Can't find Project or Library"Set the Error Trapping Option in Excel's Visual Basic Editor to "Break on Unhandled Errors"To do this go to the "Tools" menu, select "Macro" then "Visual Basic Editor". The Visual Basic Editor window will open.You can also use Alt-F11 to open the window.Select "Tools" from the menu bar at the top, then select "Options". The "Options" form will open.Go to the "General" tab. Select "Break on Unhandled Errors" from the "Error Trapping" options.

Cover SheetThe Steel Solutions Center is your gateway to powerful tools, facts and project solutions.Clean Columns V13.1Least weight is not least cost.Least weight is not least cost.Least weight is not least cost.Calcualtions are based on AISC 2005 Specification, Design Guide #13, and Design Guide #4 2nd Edition.Talk to your favorite fabricator, or consult chapter 3 of Design Guide 13 for more information on the cost of stiffener and doubler plates.This spreadsheet has been prepared in accordance with information made available to the American Institute of Steel Construction, Inc., AISC Marketing, LLC, and the Steel Solutions Center, LLC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC, AISCM, and SSC disclaim any liability arising from information provided by others or from the unauthorized use of the information contained in this spreadsheet.

Trademarks licensed from AISC

Clean Columns27282930Project:Any Steel Project12/27/06Client:Best Architect EverEngineer:JRERemarks:Interior Columns: Lines B, C, and EClean Columns V13.1 was developed to return the lightest column section that can be used without stiffeners and/or doubler plates to develop a specified percentage of a selected beam's plastic moment capacity, based on the criteria in AISC Design Guide Series #13 and the 2005 AISC Specification for Structural Steel Buildings. The design of the column for axial load capacity is not considered.1) Summary of Assumptions:The effects of a composite concrete floor slab are not considered in the analysis. The connection is assumed to be part of a frame resisting wind or low seismic forces. In other words, the structure is designed to meet the requirements in the AISC Specification for Structural Steel Buildings with no special seismic detailing. The panel zone is assumed to remain nominally within the elastic range. Other assumptions apply. Review all the assumptions by clicking on the button above.Max TensionMax CompressionNo prying Moment strengthMax Shear2) Connection Configuration:59596117Beams Conected on Both SidesColumn IndicesWithout Stiffeners /TensionWithout Stiffeners /CompressionWithout Stiffeners /MnpWithout StiffenersWithout Doubler PlateWithout Stiffeners and Without Doubler PlateBeams are not Connected Near the Top of the Column0.00 inFlange-PlatedFlange Plate Thickness =0.500inBottom Plate Width =8.00inTop Plate Width =6.00inW8A4464----W10A1231----3) Beam Section:B888833Beam Section:W24x94W12A2232----B2222----635kip-ftAllowable Plastic MomentC171717171313Nom Depth1034) Forces and Material Properties:W14A2232----Beam sectionW24x94W12x45W4172005 ASD Specification for Structural Steel BuildingsB444411Beam Index199W18W516(Fy)c =50ksiColumn Specified Minimum Yield StrengthC555544W16W615(Fy)b =50ksiBeam Specified Minimum Yield StrengthD131313131313W14W814(Vs)T =0kipsColumn Story Shear5) Resultant Forces (a positive value indicates compression)E777777W12W1013(Pc)T =0kipsColumn Axial LoadVp =117kipsTotal Panel-Zone Shear ForceW16A----2------W10W1212(Pb)R =0kipsBeam Axial Load, Right Side(Pf)TR =59kipsTop Flange Force, Right SideB325211W8W1411MR=121k*ftBeam Moment, Right Side(Pf)BR =-59kipsBottom Flange Force, Right SideC444433W16100kipsBeam Axial Load, Left Side-58kipsTop Flange Force, Left SideW18A1--3--1--W189120k*ftBeam Moment, Left Side58kipsBottom Flange Force, Left SideB545444W218C555555W2476) Column Design Results:D101010101010W276W305LightestLightestLightestLightestLightestLightestW334W8W10W12W14W16W18W363No Stiffener Plates RequiredW8X40W10x45W12x45W14x48W16x50W18x55W402No Doubler Plates Required--W10x88W12x96W14x82W16x57W18x46No Stiffener Plates or Doubler Plates Required--W10x88W12x96W14x82W16x57W18x55This spreadsheet has been prepared in accordance with information made available to the American Institute of Steel Construction, Inc., AISC Marketing, LLC, and the Steel Solutions Center, LLC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC, AISCM, and SSC disclaim any liability arising from information provided by others or from the unauthorized use of the information contained in this spreadsheet.2627282930313257Beams Conected on Both Sides58Beams are not Connected Near the Top of the Column059160Flange-PlatedEnd0.561flange plate0.562Flange Plate Thickness =0.50in863Bottom Plate Width =8.00in664Top Plate Width =6.00inYc170.165Mnp47866Allowable Plastic Moment1672005 ASD Specification for Structural Steel Buildings068Column Story Shear069Column Axial Load070Beam Axial Load, Right Side12171Beam Moment, Right Side072kipsBeam Axial Load, Left Side12073k*ftBeam Moment, Left Side74Top Factored Flange Force, Right SideTop Service Flange Force, Right Side75Bottom Factored Flange Force, Right SideBottom Service Flange Force, Right Side76(Puf)TL =Top Factored Flange Force, Left SideTop Service Flange Force, Left Side77(Puf)BL =Bottom Factored Flange Force, Left SideBottom Service Flange Force, Left Side78Factored Total Panel-Zone Shear ForceService Total Panel-Zone Shear ForceFyc5079117kipsTotal Panel-Zone Shear ForceFyb508059kipsTop Flange Force, Right Side81-59kipsBottom Flange Force, Right Side82-58kipsTop Flange Force, Left Side8358kipsBottom Flange Force, Left Sidew0.2584

Figure 1: Connection Configuration(Pb)L =ML =fbMp =Mp/Wb =dtop =(Pf)TL =(Pf)BL =7) Column Calculations:

CalculationsProject:Any Steel Project12/27/06Client:Best Architect EverEngineer:JRERemarks:Interior Columns: Lines B, C, and EClean Column Design Calculations for a W12x45 Column: ASDClean Columns V5.0I) Force Transfer in Unreinforced ColumnsA) Required Strength for Local Flange and Web Limit StatesFlange-Plated Connection:Design for a W24x94 Beamdb =24.30 inPlate Thickness, =0.50 inBeams on Both Sidestbf =0.88 inBottom Plate Width =8.00 inRight SideLeft SideTop Plate Width =6.00 inBeam Axial Load(Pb)R =0kips0kipsBeam MomentMR =121k*ft120k*ftBeam Flange Forces (a positive value indicates compression)dm =24.80 inColumn IndicesWithout StiffenersWithout Doubler PlateWithout Stiffeners and Without Doubler Plate(Pf)TR =59kips-58kips(Pf)BR =-59kips58kipsW10A1----B833W12A2----B2----C17131310W14A2----W24x94W4171Maximum Tension Force (Bottom Flange)59kips(Absolute Value)B411Beam Index199W5160Maximum Compression Force (Top Flange)59kips(Absolute Value)W615B) Required Strength for Panel-Zone ShearW814Moment Connected Beams on Both SidesC544W1013Vs =0kipsColumn Story ShearD131313W1212Vp =117kipsTotal Panel Zone Shear ForceE777W1411W16A------W16100B311W18900C433W218W18A11--W247B544W276II) Design Strength of an Unreinforced ColumnC555W305Design Check for Column Section: W12x45D101010W402Fyc =50ksi00dtop =DNADistance (in) from the column end to the top flange of the beam(s)00dbot =DNADistance (in) from the column end to the bottom flange of the beam(s)W441A) Web PanelZone Shear (2005 Specification Section J10.6) For Calculation Purposes, the behavior of the panel zone remains nominally within the elastic range.f =0.90(LRFD)W=1.67(ASD)dc =12.10intcw =0.34inAC =13.1in2Pr =0kipsRequired column axial strength, Pr=(Pc)TPc =393kipsPc=Py (LRFD), Pc=0.6Py (ASD), where Py=(Fy)cAcRn =122kipsPanel-Zone Shear Nominal StrengthRav =73kipsAvailable Strength, fRn (LRFD), Rn/W (ASD)B) Flange Local Bending: Tensile Force (2005 Sepcification Section J10.1)1f =0.90(LRFD)W=1.67(ASD)tf =0.58inColumn Flange Thickness1.00=0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than 10tf02627282930310.00=1.0 otherwise0057Beams Conected on Both Sides000103kipsLocal Flange Bending Nominal Strength058Beams are not Connected Near the Top of the Column62kipsAvailable Strength, fRn (LRFD), Rn/W (ASD)05900160Flange-PlatedSee Eq. 3.20 of Design Guide #4, 2nd Edition for Extended End PlatesEnd0.561flange plate0.562Flange Plate Thickness =0.5in863Bottom Plate Width =8in664Top Plate Width =6inYc170.165C) Web Local Yielding: Tensile and Compressive Forces (2005 Specification Section J10.2)66Allowable Plastic Momentf =1.00(LRFD)W=1.50(ASD)1672005 ASD Specification for Structural Steel Buildingsw =0.25in068Column Story ShearN =1inLength of Bearing069Column Axial Loadtw =0.34inColumn Web Thickness070Beam Axial Load, Right Sidedc =12.10inColumn Depth0.00 in00.00 in12171Beam Moment, Right SideCt =1.0=0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than dc07212073=1.0 otherwise074Top Factored Flange Force, Right SideTop Service Flange Force, Right Sidek =1.08inDistance from the outside face of column flange to the web toe of the flange-to-web fillet075Bottom Factored Flange Force, Right SideBottom Service Flange Force, Right Side076(Puf)TL =Top Factored Flange Force, Left SideTop Service Flange Force, Left SideRn =107kipsLocal Web Yielding Nominal Strength077(Puf)BL =Bottom Factored Flange Force, Left SideBottom Service Flange Force, Left SideRav =71kipsAvailable Strength, fRn (LRFD), Rn/W (ASD)0780Factored Total Panel-Zone Shear ForceService Total Panel-Zone Shear ForceSee Eq. 3.24 of Design Guide #4, 2nd Edition for Extended End PlatesFyc5079116.6129032258kipsTotal Panel-Zone Shear ForceD) Web Crippling: Compressive Force (2005 Specification Section J10.3)Fyb508058.5483870968kipsTop Flange Force, Right Sidef =0.75(LRFD)W=2.00(ASD)81-58.5483870968kipsBottom Flange Force, Right Sidew =0.25in82kipsTop Flange Force, Left SideN =1inLength of BearingN/dc =0.08 dc/2 or if dtop < dc and N/dc < 0.24N/dc-0.2 if dtop < dc and N/dc > 0.2Rn =157kipsWeb Crippling Nominal StrengthRav =79kipsAvailable Strength, fRn (LRFD), Rn/W (ASD)E) Web Compression Buckling: Compressive Force on Both Sides of the Column (2005 Specification Section J10.5)f =0.90(LRFD)W=1.67(ASD)tw =0.335inColumn Web Thicknessdc =12.10inColumn Depth0.00 in00.00 ink =1.08inDistance from the outside face of column flange to the web toe of the flange-to-web filletCt =1.0=0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than dc/2=1.0 otherwiseh =9.94inZone of column web subject to compression buckling (out-of-plane) h=dc-2kRn =109kipsCompression Buckling Design StrengthRav =65kipsAvailable Strength, fRn (LRFD), Rn/W (ASD)III) Column Design Summary:W12x45A) Doubler Plates Required if Vp > Rav for Panel Zone Shear0Total Panel Zone Shear Force, Vp =117kipsPanel-Zone Available Shear Strength =73kipsDoubler Plates are Required!160% of Column CapacityB) Stiffener Plates are Required if Pf > Rav for CompressionLocal Web Yielding Available Strength =71kipsWeb Crippling Available Strength =79kipsConcentrated Compression Force, Pf =Compression Buckling Available Strength =65kips59kipsRav =65kipsNo Stiffener Plates are Required.89% of Column CapacityC) Stiffener Plates are Required if Pf > Rav for TensionLocal Flange Bending Available Strength =62kipsConcentrated Tension Force, Pf =Local Web Yielding Available Strength =71kips59kipsRav =62kipsNo Stiffener Plates are Required.95% of Column CapacityD) Stiffener Plates are Required if tfc req'd > tfc for column flange flexural yieldingMinimum Required Unstiffened Column Flange Thickness, tfc Req'd =Column Flange Thickness, tf =103.320kips*ft0.575inStiffener Plates are Required!17,969% of Column Flange Thickness

(Pf)TL =(Pf)BL =(Pb)L =ML =dm = db+tpdm = db-tbftpfdtop =dc/2 =dtop =dc/2 =Rn =tfc Req'd =Ct =Yc =fb =f =Mnp =Rn = =Rav = =

InstructionsInstructions for Clean Columns V13.11)Verify the AssumptionsVerify that the assumptions made in the formulation of the spreadsheet apply to the design criteria at hand. It is important to ensure that the user has carefully identified the assumptions made in the analysis and has accepted them as applicable to the particular design situation at hand. Click above to review these assumptions. Further information can be found in the 2005 AISC Specification for Structural Steel Buildings, Design Guide #13, and Design Guide #4, 2nd Ed.2)Connection ConfigurationSelect whether or not a beam is connected to one side of the joint or both sides of the joint. The connection configuration affects the amount of required shear strength in the panel-zone calculations. It is conservative to select a beam connected on both sides of the column or to ignore the contribution of gravity loads. After choosing the desired option check the diagram at the top of the page to see if the situation shown matches the desired connection configuration.If the connection occurs near the top of the column, or the top story of a frame, place a check in the box by clicking on it with the cursor. If the connection does not occur near the top of the column, remove the check in the box by clicking on it with the cursor. When the box has a check in it, a line asking for the distance from the top of the top beam flange to the column end appears. Provide this information if the connection is located near the top of the column. The smaller the distance entered the more conservative the calculations will become.Set the connection type. The calculations in this spreadsheet for directly welded flange and flange-plated moment connections are based on Design Guide #13. The equations have been updated to comply with the 2005 Specification for Structural Steel Buildings. The only difference between the calculations for a directly welded flange and a flange-plated moment connection is the value of the moment arm used to determine the beam flange forces.The calculations for extended end-plate moment connection are based on the Design Guide #4, 2nd Ed. The value of the moment arm used to determine the beam flange forces is significantly greater than that used for the directly welded flange connection. The column strength values for Local Flange Bending, Local Web Yielding, Web Crippling and Compression Buckling of the web are all effected by the type of connection.After choosing the desired options check the diagram at the top of the input sheet to see if the situation shown matches the desired connection configuration.3)Select BeamSelect a beam from the pull down menus. The first menu lists the nominal depths of available members. Select a nominal depth by clicking on the menu box and highlighting the desired depth with the mouse. The second menu lists the sections available for the nominal depth selected. The beams are separated into flange groups, with a space between groups. Select a section by clicking on the menu box and clicking on the desired highlighted section with the mouse. The beam selected is assumed to be the same on either side of the joint if the connection configuration is set to 'Beam Connected on Both Sides' (See step #4 for Connection Configuration instructions). The asterisk shown with the designation of some sections refers to special detailing requirements set forth for these members in the AISC manuals. These sections are mainly intended for use as columns.4)Forces and Material PropertiesSelect the design methodology (LRFD or ASD) to use for design.Enter the forces. Enter service loads for 'ASD' design and factored loads for LRFD design.A value of zero for the column shear is conservative.The column axial load can be taken as the average of the axial load above and below the joint.5)Resultant ForcesThe resultant forces applied to the column at the beam flanges or flange plates are displayed.6)Column Design ResultsThe 'Column Design Results' section shows the lightest columns for each nominal depth for three cases, those that do not require stiffener plates, those that do not require doubler plates and those that require neither stiffener plates nor doubler plates. The columns are separated by nominal depths. The rows separate whether the column is the lightest section that does not require stiffener plates (without regard as to whether doubler plates are required), the lightest column that does not require doubler plates (without regard as to whether stiffener plates are required), and the lightest column that does not require either form of reinforcement.7)Column CalculationsIn order to view the calculations for any column, click on the button labeled 'Click to Select a Column Section and View Column Strength Calculations'. Select a column section from the pull down menus and click 'OK'. This will open a new sheet and display the force transfer calculations and the column strength calculations.8)Instructions for Calculation SheetThese pages display the force transfer and column strength calculations for the column chosen on the form activated on the main page. Activate the main page by clicking on one of the 'Return to Main Sheet to Change Design Parameters or Column Section' buttons. The user can change the column section or the design parameters provided on the main page. No data is entered or or changed on this sheet. It is only for the display of the calculations for a particular column section. None of the values can be changed on this sheet, only viewed and printed.

AssumptionsAssumptions in Clean Columns V13.11)Wind, Low-Seismic, and High-Seismic ApplicationsFor the purposes of this spreadsheet, wind, low-seismic and high-seismic applications are defined as follows. Wind and low-seismic applications are those for which the structure is designed to meet the requirements in the LRFD Specification with no special seismic detailing. This includes all applications for which the structural response is intended to remain in the nominally elastic range and the response modification factor R used in determination of seismic forces, if any, is not taken greater than 3.High-seismic applications are those for which inelastic behavior is expected in the beams or panel-zones as a means of dissipating the energy induced during strong ground motions. Such buildings are designed to meet the requirements in both the LRFD Specification and the AISC Seismic Provisions and a response modification factor R that is appropriate for the level of detailing required for the moment-frame system selected is used in the determination of seismic forces. Additionally, the moment connections used in high-seismic applications have special seismic detailing that is appropriate for the moment-frame system selected.2)The Parameter "N"The variable 'N' is used to determine the strength of the column for the Local Web Yielding and Web Crippling limit states. 'N' is the vertical width over which the force from the beam flange is transferred to the column flange or to the end-plate in an extended end-plate moment connection. The value for 'N' is taken as the beam flange or flange plate thickness plus 2w. 'w' is the leg size of fillet weld or groove weld reinforcement of the weld of the beam flange or flange plate to the column flange.3)Effects of Composite Floor ConstructionIf a composite moment connection is used between the beam and column the appropriate detailing and force transfer model must be applied. In this spreadsheet, the moment from the beam-to-column connection is assumed to be transferred through equal and opposite forces in the flanges of the beam to the column flange. There is no redistribution of the forces due to compression in the concrete floor.4)Web Sidesway BucklingIt is assumed that lateral movement between the loaded compression flange of the column and the tension flange of the column is restrained at the point of application of the concentrated force, at the beam flange. Therefore, the Web Sidesway buckling limits state does not need to be checked.5)Panel Zone BehaviorFor calculation purposes, the behavior of the panel-zone remains nominally within the elastic range. This assumption ignores significant post-yield panel-zone strength. At the same time, it must be realized that inelastic deformations of the panel-zone can significantly impact the strength and stability of the frame. Accordingly, a higher strength can generally be utilized as long as the effect of inelastic panel-zone deformation on frame stability is considered in the structural analysis. Therefore, it is conservative for panel-zone strength evaluation to consider the panel-zone to remain in the elastic range as this spreadsheet does.6)Connection TypesThe calculations in this spreadsheet for directly welded flange and flange-plated moment connections are based on Design Guide #13. The equations have been updated to comply with the 2005 Specification for Structural Steel Buildings. The only difference between the calculations for a directly welded flange and a flange-plated moment connection is the value of the moment arm used to determine the beam flange forces.The calculations for extended end-plate moment connection are based on Design Guide #4, 2nd Ed. The value of the moment arm used to determine the beam flange forces is significantly greater than that used for the directly welded flange connection. The column strength values for Local Flange Bending, Local Web Yielding, Web Crippling and Compression Buckling of the web are all effected by the type of connection.

BeamsMuR =121MuL =120PuR =0PuL =0Fy =50ksiVus =0TopTopBottomBottomDesignationAdbftfkZxf 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AISC:Design Guide Recommends the use of 36 ksi for Fy (even for higher strength material) because testing was done only on A36 columns.AISC:Panel zone remains in the elastic rangeAISC: change to oaccount for extended end plate connections.AISC:Checked for beams at both sides only. If only one beam strength is reported as 1,000,000 kips.AISC: May be overly conservative for extended end plate connections.AISC: For extended end plate connections Mnf, the column flange yield strength, is compared to Mnp, the no prying moment strength of the bolts. For other connections, the strength provided is compared to the flange force.For the other connections if the flange or flange plate width is less than 15% of the column flage width then the strenth is 1,000,000 kips (ie the check is unnecessaryJason Ericksen:Doesn't really mean anything since the tension and comprseeion are different as well as the panel shear. They cant all be compared to one value.

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MBD000DF85E.unknown

MBD0017AD8C.unknown

MBD0017055D.unknown

MBD000482E7.unknown

MBD000C893B.unknown

MBD000CBC12.unknown

MBD000C7592.unknown

MBD00047918.unknown

MBD0004725C.unknown