{"text_format":"1","workbook":"xlsx","n_sheets":10,"sheets":["HELP","Cover Sheet","Clean Columns","Calculations","Instructions","Assumptions","Beams","Columns","Lists","Database v14.0"],"not_rendered":{"charts":0,"images":45,"macros":1,"external_links":2,"defined_names":42,"comments":1,"pivot_tables":0},"unopened":[],"bounds":{"document_bytes":16777216,"sheet_cells":100000,"rows_first":2000,"rows_last":500,"rows_between":2000,"halvings":0,"cell_chars":16384,"cell_head_chars":4096},"cells_cut":0,"cells_raw":0,"read":"whole","date_system":"1900"}

{"sheet":"HELP","index":0,"n_rows":18,"n_cols":2,"rows_kept":18,"cut":false,"hidden":false,"merged":[]}
["Clean Columns Help:"]
["1)","You must Enable Macros in order for the spreadsheet \"Clean Columns\" to work."]
[null,"If the buttons on the worksheets don't work the Macros are not enabled."]
[null,"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."]
[null,"First, Excel's macro security may be too high.  To correct this, select \"Tools\" from the menu bar, then select \"Macros\", then \"Security\". "]
[null,"The \"Security\" form will open. Choose the \"Medium\" or \"Low\" setting on the \"Security Level\" tab.  Close then re-open Clean Columns."]
[]
[null,"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 spreadsheet"]
[null,"as a virus and remove or disable them from the file.  If this happens, the spreadsheet will not function properly.  Contact your computer"]
[null,"administrator 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\""]
[null,"Set the Error Trapping Option in Excel's Visual Basic Editor to \"Break on Unhandled Errors\""]
[null,"To do this go to the  \"Tools\" menu, select \"Macro\" then \"Visual Basic Editor\".  The Visual Basic Editor window will open."]
[null,"You can also use Alt-F11 to open the window."]
[]
[null,"Select \"Tools\" from the menu bar at the top, then select \"Options\".  The \"Options\" form will open."]
[null,"Go to the \"General\" tab.  Select \"Break on Unhandled Errors\" from the \"Error Trapping\" options."]

{"sheet":"Cover Sheet","index":1,"n_rows":13,"n_cols":12,"rows_kept":13,"cut":false,"hidden":false,"merged":[[3,2,3,10],[12,3,12,10],[5,2,5,10],[10,2,10,10],[6,2,6,10],[7,2,7,10],[8,2,8,10]]}
[]
[]
[]
[null,null,"The Steel Solutions® Center is your gateway to powerful tools, facts and project solutions."]
[null,null,null,null,null,null,null,null,null,null,null,"Clean Columns V14.2"]
[null,null,"Least weight is not least cost."]
[null,null,"Least weight is not least cost."]
[null,null,"Least weight is not least cost."]
[null,null,"Calculations are based on AISC 2010 Specification, 14th Ed. Steel Construction Manual, Design Guide #13, and Design Guide #4 2nd Edition."]
[]
[null,null,"Talk to your favorite fabricator, or consult chapter 3 of Design Guide 13 for more information on the cost of stiffener and doubler plates."]
[]
[null,null,null,"This document has been prepared in accordance with information made available to the American Institute of Steel Construction 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 disclaims any liability arising from information provided by others or from the unauthorized use of the information contained in this document."]

{"sheet":"Clean Columns","index":2,"n_rows":84,"n_cols":35,"rows_kept":84,"cut":false,"hidden":false,"merged":[[13,26,15,26],[13,27,15,27],[13,24,15,24],[13,25,15,25],[43,2,43,13],[29,20,31,20],[32,20,35,20],[41,3,41,4],[37,8,37,9],[38,8,38,9],[40,3,40,4],[37,3,37,4],[41,8,41,9],[37,10,37,11],[38,10,38,11],[39,3,39,4],[3,3,3,12],[8,2,8,13],[4,3,4,13],[5,3,5,13],[6,3,7,13],[11,2,11,13],[13,23,15,23],[19,20,20,20],[21,20,23,20],[24,20,28,20],[13,22,15,22],[13,20,15,21],[39,8,39,9],[40,10,40,11],[41,10,41,11],[40,8,40,9],[38,3,38,4],[39,10,39,11]]}
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,27,28,29,30]
[]
[]
[null,"Project:",null,"Any Steel Project",null,null,null,null,null,null,null,null,null,{"$f":"TODAY()","v":"2015-01-26"}]
[null,"Client:",null,"Best Architect Ever"]
[null,"Engineer:"]
[null,"Remarks:",null,"Interior Columns: Lines B, C, and E"]
[]
[null,null,"Clean Columns V14.1 was developed to return the lightest column section that can be used without stiffeners and/or doubler plates to develop a specified moment and axial force in the beam(s), based on the criteria in AISC Design Guide Series #13 and the 2010 AISC Specification for Structural Steel Buildings.  The design of the column for axial load capacity is not considered."]
[]
[null,null,"1) Summary of Assumptions:"]
[null,null,"The effects of a composite concrete floor slab are not considered in the analysis.  The connection is assumed to be part of a frame resisting wind or low seismic forces.  In other words, the structure is designed to meet the requirements in the AISC Specification for Structural Steel Buildings with no special seismic detailing.  The panel zone is assumed to remain nominally within the elastic range.  Other assumptions apply.  Review all the assumptions by clicking on the button above.",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Max Tension","Max Compression","No prying Moment strength","Max Shear"]
[null,null,"2) Connection Configuration:",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"-MIN(K31:K34)","v":104.19681620839364},{"$f":"MAX(K31:K34)","v":104.19681620839364},{"$f":"F19","v":0},{"$f":"ABS(K30)","v":208.39363241678728}]
[null,null,{"$f":"AB57","v":"Beams Conected on Both Sides"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Column Indices",null,"Without Stiffeners /Tension","Without Stiffeners /Compression","Without Stiffeners /Mnp","Without Stiffeners","Without Doubler Plate","Without Stiffeners and Without Doubler Plate"]
[null,null,{"$f":"AB58","v":"Beams are not Connected Near the Top of the Column"},null,null,null,null,{"$f":"AD59","v":0}]
[null,null,{"$f":"AB60","v":"Directly Welded Flange"}]
[null,null,null,null,{"$f":"AC62","v":""},0,0]
[null,null,null,null,"",0,""]
[null,null,null,null,"",0,"",null,null,null,null,null,null,null,null,null,null,null,null,null,"W8","A",{"$f":"IF(Columns!$O$123<W$13,\"--\",MATCH(W$13,Columns!$O$123:$O$128,-1))","v":3},{"$f":"IF(Columns!$P$123<X$13,\"--\",MATCH(X$13,Columns!$P$123:$P$128,-1))","v":3},{"$f":"IF(Columns!$S$123<Y$13,\"--\",MATCH(Y$13,Columns!$S$123:$S$128,-1))","v":6},{"$f":"IF($Z$60=2,IF(OR(W19=\"--\",X19=\"--\",Y19=\"--\"),\"--\",MIN(W19:Y19)),IF(OR(W19=\"--\",X19=\"--\"),\"--\",MIN(W19:X19)))","v":3},{"$f":"IF(Columns!Q123<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q123:Q128,-1))","v":"--"},{"$f":"IF(OR(Z19=\"--\",AA19=\"--\"),\"--\",MIN(Z19:AA19))","v":"--"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W10","A",{"$f":"IF(Columns!$O$119<W$13,\"--\",MATCH(W$13,Columns!$O$119:$O$121,-1))","v":1},{"$f":"IF(Columns!$P$119<X$13,\"--\",MATCH(X$13,Columns!$P$119:$P$121,-1))","v":1},{"$f":"IF(Columns!$S$119<Y$13,\"--\",MATCH(Y$13,Columns!$S$119:$S$121,-1))","v":3},{"$f":"IF($Z$60=2,IF(OR(W20=\"--\",X20=\"--\",Y20=\"--\"),\"--\",MIN(W20:Y20)),IF(OR(W20=\"--\",X20=\"--\"),\"--\",MIN(W20:X20)))","v":1},{"$f":"IF(Columns!Q119<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q119:Q121,-1))","v":"--"},{"$f":"IF(OR(Z20=\"--\",AA20=\"--\"),\"--\",MIN(Z20:AA20))","v":"--"}]
[null,null,"3) Beam Section:",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"IF(Columns!$O110<W$13,\"--\",MATCH(W$13,Columns!$O110:$O117,-1))","v":7},{"$f":"IF(Columns!$P110<X$13,\"--\",MATCH(X$13,Columns!$P110:$P117,-1))","v":7},{"$f":"IF(Columns!$S110<Y$13,\"--\",MATCH(Y$13,Columns!$S110:$S117,-1))","v":8},{"$f":"IF($Z$60=2,IF(OR(W21=\"--\",X21=\"--\",Y21=\"--\"),\"--\",MIN(W21:Y21)),IF(OR(W21=\"--\",X21=\"--\"),\"--\",MIN(W21:X21)))","v":7},{"$f":"IF(Columns!Q110<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q110:Q117,-1))","v":1},{"$f":"IF(OR(Z21=\"--\",AA21=\"--\"),\"--\",MIN(Z21:AA21))","v":1}]
[null,null,"Beam Section:",{"$f":"AD25","v":"W18X35"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W12","A",{"$f":"IF(Columns!$O105<W$13,\"--\",MATCH(W$13,Columns!$O105:$O107,-1))","v":1},{"$f":"IF(Columns!$P105<X$13,\"--\",MATCH(X$13,Columns!$P105:$P107,-1))","v":1},{"$f":"IF(Columns!$S105<Y$13,\"--\",MATCH(Y$13,Columns!$S105:$S107,-1))","v":3},1,{"$f":"IF(Columns!Q105<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q105:Q107,-1))","v":"--"},"--"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"IF(Columns!$O102<W$13,\"--\",MATCH(W$13,Columns!$O102:$O103,-1))","v":1},{"$f":"IF(Columns!$P102<X$13,\"--\",MATCH(X$13,Columns!$P102:$P103,-1))","v":2},{"$f":"IF(Columns!$S102<Y$13,\"--\",MATCH(Y$13,Columns!$S102:$S103,-1))","v":2},1,{"$f":"IF(Columns!Q102<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q102:Q103,-1))","v":"--"},"--"]
[null,null,null,{"$f":"INDEX(Beams!H6:H324,'Clean Columns'!AD26)/12/IF('Clean Columns'!Z67=0,1,1.5)","v":249.375},"kip-ft",{"$f":"AC66","v":"Plastic Moment Strength"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"IF(Columns!$O84<W$13,\"--\",MATCH(W$13,Columns!$O84:$O100,-1))","v":16},{"$f":"IF(Columns!$P84<X$13,\"--\",MATCH(X$13,Columns!$P84:$P100,-1))","v":17},{"$f":"IF(Columns!$S84<Y$13,\"--\",MATCH(Y$13,Columns!$S84:$S100,-1))","v":17},16,{"$f":"IF(Columns!Q84<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q84:Q100,-1))","v":12},12,"Nom Depth",8,null,0]
[null,null,"4) Forces and Material Properties:",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W14","A",{"$f":"IF(Columns!$O79<W$13,\"--\",MATCH(W$13,Columns!$O79:$O81,-1))","v":1},{"$f":"IF(Columns!$P79<X$13,\"--\",MATCH(X$13,Columns!$P79:$P81,-1))","v":1},{"$f":"IF(Columns!$S79<Y$13,\"--\",MATCH(Y$13,Columns!$S79:$S81,-1))","v":3},{"$f":"IF($Z$60=2,IF(OR(W25=\"--\",X25=\"--\",Y25=\"--\"),\"--\",MIN(W25:Y25)),IF(OR(W25=\"--\",X25=\"--\"),\"--\",MIN(W25:X25)))","v":1},{"$f":"IF(Columns!Q79<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q79:Q81,-1))","v":"--"},"--","Beam section","W18X35",null,"W18X283",null,"W4",17]
[null,null,{"$f":"AB67","v":"2005 LRFD Specification for Structural Steel Buildings"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"IF(Columns!$O74<W$13,\"--\",MATCH(W$13,Columns!$O74:$O77,-1))","v":4},{"$f":"IF(Columns!$P74<X$13,\"--\",MATCH(X$13,Columns!$P74:$P77,-1))","v":4},{"$f":"IF(Columns!$S74<Y$13,\"--\",MATCH(Y$13,Columns!$S74:$S77,-1))","v":4},4,{"$f":"IF(Columns!Q74<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q74:Q77,-1))","v":"--"},"--","Beam Index",{"$f":"VLOOKUP(AD25,Beams!A6:O324,9,FALSE)","v":146},null,"W18",null,"W5",16]
[null,null,"(Fy)c =",{"$f":"Z79","v":50},"ksi","Column Specified Minimum Yield Strength",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"IF(Columns!$O68<W$13,\"--\",MATCH(W$13,Columns!$O68:$O72,-1))","v":5},{"$f":"IF(Columns!$P68<X$13,\"--\",MATCH(X$13,Columns!$P68:$P72,-1))","v":5},{"$f":"IF(Columns!$S68<Y$13,\"--\",MATCH(Y$13,Columns!$S68:$S72,-1))","v":5},5,{"$f":"IF(Columns!Q68<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q68:Q72,-1))","v":2},2,null,null,null,"W16",null,"W6",15]
[null,null,"(Fy)b =",{"$f":"Z80","v":50},"ksi","Beam Specified Minimum Yield Strength",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"D",{"$f":"IF(Columns!$O54<W$13,\"--\",MATCH(W$13,Columns!$O54:$O66,-1))","v":13},{"$f":"IF(Columns!$P54<X$13,\"--\",MATCH(X$13,Columns!$P54:$P66,-1))","v":13},{"$f":"IF(Columns!$S54<Y$13,\"--\",MATCH(Y$13,Columns!$S54:$S66,-1))","v":13},13,{"$f":"IF(Columns!Q54<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q54:Q66,-1))","v":13},13,null,null,null,"W14",null,"W8",14]
[null,null,"(Vs)T =",{"$f":"Z68","v":0},"kips","Column Story Shear",null,null,"5) Resultant Forces (a positive value indicates compression)",null,null,null,null,null,null,null,null,null,null,null,null,"E",{"$f":"IF(Columns!$O46<W$13,\"--\",MATCH(W$13,Columns!$O46:$O52,-1))","v":"--"},{"$f":"IF(Columns!$P46<X$13,\"--\",MATCH(X$13,Columns!$P46:$P52,-1))","v":"--"},{"$f":"IF(Columns!$S46<Y$13,\"--\",MATCH(Y$13,Columns!$S46:$S52,-1))","v":7},"--",{"$f":"IF(Columns!Q46<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q46:Q52,-1))","v":"--"},"--",null,null,null,"W12",null,"W10",13]
[null,null,"(Pc)T =",0,"kips","Column Axial Load",null,null,null,"Vp =",{"$f":"AB79","v":208.39363241678728},"kips","Total Panel-Zone Shear Force",null,null,null,null,null,null,null,"W16","A",{"$f":"IF(Columns!$O43<W$13,\"--\",MATCH(W$13,Columns!$O43:$O44,-1))","v":"--"},{"$f":"IF(Columns!$P43<X$13,\"--\",MATCH(X$13,Columns!$P43:$P44,-1))","v":"--"},{"$f":"IF(Columns!$S43<Y$13,\"--\",MATCH(Y$13,Columns!$S43:$S44,-1))","v":2},"--",{"$f":"IF(Columns!Q43<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q43:Q44,-1))","v":"--"},"--",null,null,null,"W10",null,"W12",12]
[null,null,"(Pb)R =",0,"kips","Beam Axial Load, Right Side",null,null,null,"(Pf)TR =",{"$f":"AB80","v":104.19681620839364},"kips","Top Flange Force, Right Side",null,null,null,null,null,null,null,null,"B",{"$f":"IF(Columns!$O37<W$13,\"--\",MATCH(W$13,Columns!$O37:$O41,-1))","v":2},{"$f":"IF(Columns!$P37<X$13,\"--\",MATCH(X$13,Columns!$P37:$P41,-1))","v":1},{"$f":"IF(Columns!$S37<Y$13,\"--\",MATCH(Y$13,Columns!$S37:$S41,-1))","v":5},1,{"$f":"IF(Columns!Q37<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q37:Q41,-1))","v":"--"},"--",null,null,null,"W8",null,"W14",11]
[null,null,"MR=",150,"k*ft","Beam Moment, Right Side",null,null,null,"(Pf)BR =",{"$f":"AB81","v":-104.19681620839364},"kips","Bottom Flange Force, Right Side",null,null,null,null,null,null,null,null,"C",{"$f":"IF(Columns!$O32<W$13,\"--\",MATCH(W$13,Columns!$O32:$O35,-1))","v":4},{"$f":"IF(Columns!$P32<X$13,\"--\",MATCH(X$13,Columns!$P32:$P35,-1))","v":4},{"$f":"IF(Columns!$S32<Y$13,\"--\",MATCH(Y$13,Columns!$S32:$S35,-1))","v":4},4,{"$f":"IF(Columns!Q32<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS($K$30),Columns!Q32:Q35,-1))","v":2},2,null,null,null,null,null,"W16",10]
[null,null,null,0,{"$f":"AB72","v":"kips"},{"$f":"AC72","v":"Beam Axial Load, Left Side"},null,null,null,null,{"$f":"AB82","v":-104.19681620839364},{"$f":"AC82","v":"kips"},{"$f":"AD82","v":"Top Flange Force, Left Side"},null,null,null,null,null,null,null,"W18","A",{"$f":"IF(Columns!$O28<W$13,\"--\",MATCH(W$13,Columns!$O28:$O30,-1))","v":"--"},{"$f":"IF(Columns!$P28<X$13,\"--\",MATCH(X$13,Columns!$P28:$P30,-1))","v":"--"},{"$f":"IF(Columns!$S28<Y$13,\"--\",MATCH(Y$13,Columns!$S28:$S30,-1))","v":3},"--",{"$f":"IF(Columns!Q28<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS('Clean Columns'!$K$30),Columns!Q28:Q30,-1))","v":"--"},"--",null,null,null,null,null,"W18",9]
[null,null,null,150,{"$f":"AB73","v":"k*ft"},{"$f":"AC73","v":"Beam Moment, Left Side"},null,null,null,null,{"$f":"AB83","v":104.19681620839364},{"$f":"AC83","v":"kips"},{"$f":"AD83","v":"Bottom Flange Force, Left Side"},null,null,null,null,null,null,null,null,"B",{"$f":"IF(Columns!$O22<W$13,\"--\",MATCH(W$13,Columns!$O22:$O26,-1))","v":4},{"$f":"IF(Columns!$P22<X$13,\"--\",MATCH(X$13,Columns!$P22:$P26,-1))","v":3},{"$f":"IF(Columns!$S22<Y$13,\"--\",MATCH(Y$13,Columns!$S22:$S26,-1))","v":5},3,{"$f":"IF(Columns!Q22<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS('Clean Columns'!$K$30),Columns!Q22:Q26,-1))","v":2},2,null,null,null,null,null,"W21",8]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"IF(Columns!$O16<W$13,\"--\",MATCH(W$13,Columns!$O16:$O20,-1))","v":5},{"$f":"IF(Columns!$P16<X$13,\"--\",MATCH(X$13,Columns!$P16:$P20,-1))","v":5},{"$f":"IF(Columns!$S16<Y$13,\"--\",MATCH(Y$13,Columns!$S16:$S20,-1))","v":5},5,{"$f":"IF(Columns!Q16<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS('Clean Columns'!$K$30),Columns!Q16:Q20,-1))","v":5},5,null,null,null,null,null,"W24",7]
[null,null,"6) Column Design Results:",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"D",{"$f":"IF(Columns!$O5<W$13,\"--\",MATCH(W$13,Columns!$O5:$O14,-1))","v":10},{"$f":"IF(Columns!$P5<X$13,\"--\",MATCH(X$13,Columns!$P5:$P14,-1))","v":10},{"$f":"IF(Columns!$S5<Y$13,\"--\",MATCH(Y$13,Columns!$S5:$S14,-1))","v":10},10,{"$f":"IF(Columns!Q5<ABS('Clean Columns'!$K$30),\"--\",MATCH(ABS('Clean Columns'!$K$30),Columns!Q5:Q14,-1))","v":10},10,null,null,null,null,null,"W27",6]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W30",5]
[null,null,null,"Lightest",null,"Lightest","Lightest","Lightest","Lightest",null,"Lightest",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W33",4]
[null,null,null,"W8",null,"W10","W12","W14","W16",null,"W18",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W36",3]
[null,null,"No Stiffener Plates Required",{"$f":"IF(Z$19=\"--\",\"--\",INDEX(Columns!A$123:A$128,Z$19))","v":"W8X48"},null,{"$f":"IF(Z20=\"--\",IF(Z21=\"--\",\"--\",INDEX(Columns!A$110:A$117,Z21)),INDEX(Columns!A$119:A$121,Z20))","v":"W10X45"},{"$f":"IF(Z22=\"--\",IF(Z23=\"--\",IF(Z24=\"--\",\"--\",INDEX(Columns!A$84:A$100,Z24)),INDEX(Columns!A$102:A$103,Z23)),INDEX(Columns!A$105:A$107,Z22))","v":"W12X50"},{"$f":"IF($Z25=\"--\",IF($Z26=\"--\",IF($W27=\"--\",IF($Z28=\"--\",IF($Z29=\"--\",\"--\",INDEX(Columns!$A$46:$A$52,$Z29)),INDEX(Columns!$A$54:$A$66,$Z28)),INDEX(Columns!$A$68:$A$72,$Z27)),INDEX(Columns!$A$74:$A$77,$Z26)),INDEX(Columns!$A$79:$A$81,$Z25))","v":"W14X53"},{"$f":"IF(Z$30=\"--\",IF(Z$31=\"--\",IF(Z$32=\"--\",\"--\",INDEX(Columns!A32:A35,Z$32)),INDEX(Columns!A$37:A$41,Z$31)),INDEX(Columns!A$43:A$44,Z$30))","v":"W16X57"},null,{"$f":"IF(Z$33=\"--\",IF(Z$34=\"--\",IF(Z$35=\"--\",IF(Z$36=\"--\",\"--\",INDEX(Columns!A5:A14,Z$36)),INDEX(Columns!A16:A20,Z$35)),INDEX(Columns!A22:A26,Z$34)),INDEX(Columns!A28:A30,Z$33))","v":"W18X60"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W40",2]
[null,null,"No Doubler Plates Required",{"$f":"IF(AA$19=\"--\",\"--\",INDEX(Columns!A$123:A$128,AA$19))","v":"--"},null,{"$f":"IF(AA20=\"--\",IF(AA21=\"--\",\"--\",INDEX(Columns!A$110:A$117,AA21)),INDEX(Columns!A$119:A$121,AA20))","v":"W10X112"},{"$f":"IF(AA22=\"--\",IF(AA23=\"--\",IF(AA24=\"--\",\"--\",INDEX(Columns!A$84:A$100,AA24)),INDEX(Columns!A$102:A$103,AA23)),INDEX(Columns!A$105:A$107,AA22))","v":"W12X106"},{"$f":"IF(AA25=\"--\",IF(AA26=\"--\",IF(AA27=\"--\",IF(AA28=\"--\",IF(AA29=\"--\",\"--\",INDEX(Columns!A$46:A$52,AA29)),INDEX(Columns!A$54:A$66,AA28)),INDEX(Columns!A$68:A$72,AA27)),INDEX(Columns!A$74:A$77,AA26)),INDEX(Columns!A$79:A$81,AA25))","v":"W14X120"},{"$f":"IF(AA$30=\"--\",IF(AA$31=\"--\",IF(AA$32=\"--\",\"--\",INDEX(Columns!A$32:A$35,AA$32)),INDEX(Columns!A$37:A$41,AA$31)),INDEX(Columns!A$43:A$44,AA$30))","v":"W16X89"},null,{"$f":"IF(AA$33=\"--\",IF(AA$34=\"--\",IF(AA$35=\"--\",IF(AA$36=\"--\",\"--\",INDEX(Columns!A5:A14,AA$36)),INDEX(Columns!A16:A20,AA$35)),INDEX(Columns!A22:A26,AA$34)),INDEX(Columns!A28:A30,AA$33))","v":"W18X65"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W44",2]
[null,null,"No Stiffener Plates or Doubler Plates Required",{"$f":"IF(AB$19=\"--\",\"--\",INDEX(Columns!A$123:A$128,AB$19))","v":"--"},null,{"$f":"IF(AB20=\"--\",IF(AB21=\"--\",\"--\",INDEX(Columns!A$110:A$117,AB21)),INDEX(Columns!A$119:A$121,AB20))","v":"W10X112"},{"$f":"IF(AB22=\"--\",IF(AB23=\"--\",IF(AB24=\"--\",\"--\",INDEX(Columns!A$84:A$100,AB24)),INDEX(Columns!A$102:A$103,AB23)),INDEX(Columns!A$105:A$107,AB22))","v":"W12X106"},{"$f":"IF(AB25=\"--\",IF(AB26=\"--\",IF(AB27=\"--\",IF(AB28=\"--\",IF(AB29=\"--\",\"--\",INDEX(Columns!A$46:A$52,AB29)),INDEX(Columns!A$54:A$66,AB28)),INDEX(Columns!A$68:A$72,AB27)),INDEX(Columns!A$74:A$77,AB26)),INDEX(Columns!A$79:A$81,AB25))","v":"W14X120"},{"$f":"IF(AB$30=\"--\",IF(AB$31=\"--\",IF(AB$32=\"--\",\"--\",INDEX(Columns!A$32:A$35,AB$32)),INDEX(Columns!A$37:A$41,AB$31)),INDEX(Columns!A$43:A$44,AB$30))","v":"W16X89"},null,{"$f":"IF(AB$33=\"--\",IF(AB$34=\"--\",IF(AB$35=\"--\",IF(AB$36=\"--\",\"--\",INDEX(Columns!A5:A14,AB$36)),INDEX(Columns!A16:A20,AB$35)),INDEX(Columns!A22:A26,AB$34)),INDEX(Columns!A28:A30,AB$33))","v":"W18X65"}]
[]
[null,null,"This spreadsheet has been prepared in accordance with information made available to the American Institute of Steel Construction, Inc., AISC Marketing, LLC, and the Steel Solutions Center, LLC at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC, AISCM, and SSC disclaim any liability arising from information provided by others or from the unauthorized use of the information contained in this spreadsheet."]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,26,27,28,29,30,31,32]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,true,57,"Beams Conected on Both Sides"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,false,{"$f":"AA57+1","v":58},"Beams are not Connected Near the Top of the Column"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,{"$f":"AA58+1","v":59}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,60,"Directly Welded Flange"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"End",0.5,61]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"flange plate",0.5,62,null,""]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,8,63,null,"",null,""]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,6,64,null,"",null,""]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Yc",170.1,65]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Mnp",478,66,null,"Plastic Moment Strength"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,67,"2005 LRFD Specification for Structural Steel Buildings"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,68,null,"Column Story Shear"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,69,null,"Column Axial Load"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,70,null,"Beam Axial Load, Right Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,150,71,null,"Beam Moment, Right Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,0,72,"kips","Beam Axial Load, Left Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,150,73,"k*ft","Beam Moment, Left Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,74,null,"Top Factored Flange Force, Right Side","Top Service Flange Force, Right Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,75,null,"Bottom Factored Flange Force, Right Side","Bottom Service Flange Force, Right Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,76,"(Puf)TL =","Top Factored Flange Force, Left Side","Top Service Flange Force, Left Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,77,"(Puf)BL =","Bottom Factored Flange Force, Left Side","Bottom Service Flange Force, Left Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,78,null,"Factored Total  Panel-Zone Shear Force","Service Total  Panel-Zone Shear Force"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Fyc",50,79,{"$f":"INDEX(Beams!$N$6:$N$324,'Clean Columns'!$AD$26)","v":208.39363241678728},"kips","Total Panel-Zone Shear Force"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"Fyb",50,80,{"$f":"INDEX(Beams!$J$6:$J$324,'Clean Columns'!$AD$26)","v":104.19681620839364},"kips","Top Flange Force, Right Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,81,{"$f":"INDEX(Beams!$L$6:$L$324,'Clean Columns'!$AD$26)","v":-104.19681620839364},"kips","Bottom Flange Force, Right Side"]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,82,{"$f":"IF(NOT($Z$57),0,INDEX(Beams!$K$6:$K$324,'Clean Columns'!$AD$26))","v":-104.19681620839364},{"$f":"IF($Z$57,\"kips\",\"\")","v":"kips"},{"$f":"IF(Z57,\"Top Flange Force, Left Side\",\"\")","v":"Top Flange Force, Left Side"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,83,{"$f":"IF(NOT($Z$57),0,INDEX(Beams!$M$6:$M$324,'Clean Columns'!$AD$26))","v":104.19681620839364},{"$f":"IF($Z$57,\"kips\",\"\")","v":"kips"},{"$f":"IF(Z57,\"Bottom Flange Force, Left Side\",\"\")","v":"Bottom Flange Force, Left Side"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"w",0.25,84]

{"sheet":"Calculations","index":3,"n_rows":132,"n_cols":39,"rows_kept":132,"cut":false,"hidden":false,"merged":[[16,29,18,29],[128,2,129,4],[121,7,121,9],[117,2,118,4],[122,7,122,9],[111,2,111,4],[122,2,123,4],[16,30,18,30],[117,7,117,9],[115,7,115,9],[116,7,116,9],[34,26,37,26],[19,26,20,26],[21,26,23,26],[16,26,18,27],[16,12,16,13],[71,5,72,11],[74,5,75,10],[70,11,70,12],[24,26,30,26],[31,26,33,26],[41,2,41,12],[16,28,18,28],[1,16,1,18],[0,1,0,11],[1,3,1,11],[6,1,6,18],[2,3,2,18],[3,3,3,18],[4,3,5,18],[12,16,12,17],[11,16,11,17],[128,7,129,9],[111,7,111,9],[12,7,12,8],[100,5,101,11],[54,5,55,11],[98,5,99,10],[86,5,87,11],[97,11,97,12]]}
[]
[null,"Project:",null,{"$f":"'Clean Columns'!D4:M4","v":"Any Steel Project"},null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"TODAY()","v":"2015-01-26"}]
[null,"Client:",null,{"$f":"'Clean Columns'!$D$5:$M$5","v":"Best Architect Ever"}]
[null,"Engineer:"]
[null,"Remarks:",null,{"$f":"'Clean Columns'!D7","v":"Interior Columns: Lines B, C, and E"}]
[]
[null,{"$f":"\"Clean Column Design Calculations for a \"&'Clean Columns'!AF25&\" Column\"&IF('Clean Columns'!Z67=0,\": LRFD\",\": ASD\")","v":"Clean Column Design Calculations for a W18X283 Column: LRFD"}]
[null,"Clean Columns V14.2"]
[null,"I) Force Transfer in Unreinforced Columns"]
[]
[null,null,"A) Required Strength for Local Flange and Web Limit States",null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AB60&\" Connection:\"","v":"Directly Welded Flange Connection:"}]
[null,null,{"$f":"\"Design for a \"&'Clean Columns'!AD25&\" Beam\"","v":"Design for a W18X35 Beam"},null,null,null,"db =",{"$f":"VLOOKUP('Clean Columns'!$AD$25,Beams!$A$6:$O$324,3,FALSE)","v":17.7},null,null,null,null,null,null,null,{"$f":"IF('Clean Columns'!$Z$60<>0,\"Plate Thickness,    =\",\"\")","v":""},{"$f":"IF('Clean Columns'!$Z$60=1,'Clean Columns'!AD62,IF('Clean Columns'!$Z$60=2,'Clean Columns'!AD62,\"\"))","v":""}]
[null,null,{"$f":"IF('Clean Columns'!$Z$57,\"Beams on Both Sides\",\"Beam on One Side Only\")","v":"Beams on Both Sides"},null,null,null,"tbf =",{"$f":"VLOOKUP('Clean Columns'!$AD$25,Beams!$A$6:$O$324,5,FALSE)","v":0.42499999999999999},null,null,null,null,null,null,null,{"$f":"IF('Clean Columns'!$Z$60=1,\"Bottom Plate Width =\",IF('Clean Columns'!$Z$60=2,\"Yield Line Parameter =\",\"\"))","v":""},{"$f":"IF('Clean Columns'!$Z$60=1,'Clean Columns'!AD63,IF('Clean Columns'!$Z$60=2,'Clean Columns'!AD63,\"\"))","v":""}]
[null,null,null,null,null,"Right Side",null,null,"Left Side",null,null,null,null,null,null,{"$f":"IF('Clean Columns'!$Z$60=1,\"Top Plate Width =\",\"\")","v":""},{"$f":"IF('Clean Columns'!$Z$60=1,'Clean Columns'!AD64,\"\")","v":""}]
[null,null,"Beam Axial Load",null,"(Pb)R =",{"$f":"'Clean Columns'!D31","v":0},"kips",null,{"$f":"IF('Clean Columns'!Z57,'Clean Columns'!D33,\"\")","v":0},{"$f":"IF('Clean Columns'!$Z$57,\"kips\",\"\")","v":"kips"}]
[null,null,"Beam Moment",null,"MR =",{"$f":"'Clean Columns'!D32","v":150},"k*ft",null,{"$f":"'Clean Columns'!D34","v":150},{"$f":"IF('Clean Columns'!$Z$57,\"k*ft\",\"\")","v":"k*ft"}]
[null,null,"Beam Flange Forces (a positive value indicates compression)",null,null,null,null,null,null,null,null,"dm = ",{"$f":"IF('Clean Columns'!$Z$60=1,Calculations!H12+Calculations!Q12,Calculations!H12-H13)","v":17.274999999999999},null,null,null,null,null,null,null,null,null,null,null,null,null,"Column Indices",null,"Without Stiffeners","Without Doubler Plate","Without Stiffeners and Without Doubler Plate"]
[null,null,null,"(Pf)TR =",{"$f":"F15/2+(F16*12)/$M$17","v":104.19681620839364},"kips",null,{"$f":"IF('Clean Columns'!Z57,I15/2-(I16*12)/$M$17,\"\")","v":-104.19681620839364},{"$f":"IF('Clean Columns'!$Z$57,\"kips\",\"\")","v":"kips"}]
[null,null,null,"(Pf)BR =",{"$f":"F15/2-(F16*12)/$M$17","v":-104.19681620839364},"kips",null,{"$f":"IF('Clean Columns'!Z57,I15/2+(I16*12)/$M$17,\"\")","v":104.19681620839364},{"$f":"IF('Clean Columns'!$Z$57,\"kips\",\"\")","v":"kips"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W10","A",{"$f":"'Clean Columns'!W20","v":1},{"$f":"'Clean Columns'!AA20","v":"--"},{"$f":"'Clean Columns'!AB20","v":"--"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"'Clean Columns'!W21","v":7},{"$f":"'Clean Columns'!AA21","v":1},{"$f":"'Clean Columns'!AB21","v":1}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W12","A",{"$f":"'Clean Columns'!W22","v":1},{"$f":"'Clean Columns'!AA22","v":"--"},{"$f":"'Clean Columns'!AB22","v":"--"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"'Clean Columns'!W23","v":1},{"$f":"'Clean Columns'!AA23","v":"--"},{"$f":"'Clean Columns'!AB23","v":"--"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"'Clean Columns'!W24","v":16},{"$f":"'Clean Columns'!AA24","v":12},{"$f":"'Clean Columns'!AB24","v":12},null,null,{"$f":"'Clean Columns'!AD24","v":8}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W14","A",{"$f":"'Clean Columns'!W25","v":1},{"$f":"'Clean Columns'!AA25","v":"--"},{"$f":"'Clean Columns'!AB25","v":"--"},null,null,{"$f":"'Clean Columns'!AD25","v":"W18X35"},null,null,null,{"$f":"'Clean Columns'!AH25","v":"W4"},{"$f":"'Clean Columns'!AI25","v":17}]
[null,{"$f":"IF('Clean Columns'!$Z$57,IF(OR(Calculations!$E$19=-Calculations!$I$26,Calculations!$H$19=-Calculations!$I$27),1,0),IF(Calculations!$E$19=-Calculations!$I$26,1,0))","v":1},{"$f":"\"Maximum Tension Force\"&IF(B26=1,\" (Bottom Flange)\",\" (Top Flange)\")","v":"Maximum Tension Force (Bottom Flange)"},null,null,null,null,null,{"$f":"-IF(IF($AF$57,MIN($E$18,$E$19,$H$18,$H$19),MIN($E$18:$E$19))>0,0,IF($AF$57,MIN($E$18,$E$19,$H$18,$H$19),MIN($E$18:$E$19)))","v":104.19681620839364},"kips","(Absolute Value)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"'Clean Columns'!W26","v":4},{"$f":"'Clean Columns'!AA26","v":"--"},{"$f":"'Clean Columns'!AB26","v":"--"},null,{"$f":"'Clean Columns'!AC26","v":"Beam Index"},{"$f":"'Clean Columns'!AD26","v":146},null,null,null,{"$f":"'Clean Columns'!AH26","v":"W5"},{"$f":"'Clean Columns'!AI26","v":16}]
[null,{"$f":"IF('Clean Columns'!$Z$57,IF(OR(Calculations!$E$19=Calculations!$I$27,Calculations!$H$19=Calculations!$I$27),1,0),IF(Calculations!$E$19=Calculations!$I$27,1,0))","v":1},{"$f":"\"Maximum Compression Force\"&IF(B27=1,\" (Bottom Flange)\",\" (Top Flange)\")","v":"Maximum Compression Force (Bottom Flange)"},null,null,null,null,null,{"$f":"IF(IF($AF$57,MAX($E$18,$E$19,$H$18,$H$19),MAX($E$18:$E$19))<0,0,IF($AF$57,MAX($E$18,$E$19,$H$18,$H$19),MAX($E$18:$E$19)))","v":104.19681620839364},"kips","(Absolute Value)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AH27","v":"W6"},{"$f":"'Clean Columns'!AI27","v":15}]
[null,null,"B) Required Strength for Panel-Zone Shear",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AH28","v":"W8"},{"$f":"'Clean Columns'!AI28","v":14}]
[null,null,null,{"$f":"IF('Clean Columns'!$Z$57,\"Moment Connected Beams on Both Sides\",\"Moment Connected Beam on One Side Only\")","v":"Moment Connected Beams on Both Sides"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"'Clean Columns'!W27","v":5},{"$f":"'Clean Columns'!AA27","v":2},{"$f":"'Clean Columns'!AB27","v":2},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH29","v":"W10"},{"$f":"'Clean Columns'!AI29","v":13}]
[null,null,"Vs =",{"$f":"'Clean Columns'!D29","v":0},"kips","Column Story Shear",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"D",{"$f":"'Clean Columns'!W28","v":13},{"$f":"'Clean Columns'!AA28","v":13},{"$f":"'Clean Columns'!AB28","v":13},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH30","v":"W12"},{"$f":"'Clean Columns'!AI30","v":12}]
[null,null,"Vp =",{"$f":"'Clean Columns'!K30","v":208.39363241678728},"kips","Total Panel Zone Shear Force",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"E",{"$f":"'Clean Columns'!W29","v":"--"},{"$f":"'Clean Columns'!AA29","v":"--"},{"$f":"'Clean Columns'!AB29","v":"--"},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH31","v":"W14"},{"$f":"'Clean Columns'!AI31","v":11}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W16","A",{"$f":"'Clean Columns'!W30","v":"--"},{"$f":"'Clean Columns'!AA30","v":"--"},{"$f":"'Clean Columns'!AB30","v":"--"},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH32","v":"W16"},{"$f":"'Clean Columns'!AI32","v":10}]
[null,null,{"$f":"IF('Clean Columns'!Z60=2,\"C) Required No-prying Bolt Moment Strength\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"'Clean Columns'!W31","v":2},{"$f":"'Clean Columns'!AA31","v":"--"},{"$f":"'Clean Columns'!AB31","v":"--"},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH33","v":"W18"},{"$f":"'Clean Columns'!AI33","v":9}]
[null,null,null,{"$f":"IF('Clean Columns'!Z60=2,'Clean Columns'!AD64,\"\")","v":""},{"$f":"IF('Clean Columns'!Z60=2,\"kip*ft\",\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"'Clean Columns'!W32","v":4},{"$f":"'Clean Columns'!AA32","v":2},{"$f":"'Clean Columns'!AB32","v":2},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH34","v":"W21"},{"$f":"'Clean Columns'!AI34","v":8}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W18","A",{"$f":"'Clean Columns'!W33","v":"--"},{"$f":"'Clean Columns'!AA33","v":"--"},{"$f":"'Clean Columns'!AB33","v":"--"},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH35","v":"W24"},{"$f":"'Clean Columns'!AI35","v":7}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"B",{"$f":"'Clean Columns'!W34","v":4},{"$f":"'Clean Columns'!AA34","v":2},{"$f":"'Clean Columns'!AB34","v":2},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH36","v":"W27"},{"$f":"'Clean Columns'!AI36","v":6}]
[null,"II) Design Strength of an Unreinforced Column",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"C",{"$f":"'Clean Columns'!W35","v":5},{"$f":"'Clean Columns'!AA35","v":5},{"$f":"'Clean Columns'!AB35","v":5},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH37","v":"W30"},{"$f":"'Clean Columns'!AI37","v":5}]
[null,null,{"$f":"\"Design Check for Column Section:  \"&'Clean Columns'!$AF$25","v":"Design Check for Column Section:  W18X283"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"D",{"$f":"'Clean Columns'!W36","v":10},{"$f":"'Clean Columns'!AA36","v":10},{"$f":"'Clean Columns'!AB36","v":10},null,null,null,null,null,null,{"$f":"'Clean Columns'!AH40","v":"W40"},{"$f":"'Clean Columns'!AI40","v":2}]
[null,null,"Fyc =",{"$f":"'Clean Columns'!D27","v":50},"ksi",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!#REF!","v":{"$error":"#REF!"}},{"$f":"'Clean Columns'!#REF!","v":{"$error":"#REF!"}}]
[null,null,"dtop =",{"$f":"IF('Clean Columns'!$Z$58,'Clean Columns'!$AD$59,\"DNA\")","v":"DNA"},"Distance (in) from the column end to the top flange of the beam(s)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AH41","v":"W44"},{"$f":"'Clean Columns'!AI41","v":2}]
[null,null,"dbot =",{"$f":"IF('Clean Columns'!$Z$58,D40+H12,\"DNA\")","v":"DNA"},"Distance (in) from the column end to the bottom flange of the beam(s)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,"W44",1]
[null,null,"A) Web PanelZone Shear (2005 Specification Section J10.6)\n    For Calculation Purposes, the behavior of the panel zone remains nominally within the elastic range."]
[null,null,"f =",0.9,"(LRFD)",null,"W =",1.67,"(ASD)"]
[null,null,"dc =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,3,FALSE)","v":21.9},"in","tcw =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,5,FALSE)","v":1.4},"in","AC =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,2,FALSE)","v":83.3},"in2"]
[null,null,"Pr =",{"$f":"'Clean Columns'!D30","v":0},"kips","Required column axial strength, Pr=(Pc)T"]
[null,null,"Pc =",{"$f":"IF('Clean Columns'!Z67=0,J44*D39,0.6*J44*D39)","v":4165},"kips","Pc=Py (LRFD), Pc=0.6Py (ASD), where Py=(Fy)cAc"]
[null,null,"Rn =",{"$f":"(IF(D45<=0.4*D46,0.6*D39*D44*G44,0.6*D39*D44*G44*(1.4-D45/D46)))","v":919.8},"kips","Panel-Zone Shear Nominal Strength"]
[null,null,"Rav =",{"$f":"IF('Clean Columns'!$Z$67=0,D43,1/H43)*D47","v":827.81999999999994},"kips","Available Strength, fRn (LRFD), Rn/W (ASD)"]
[]
[]
[]
[null,null,{"$f":"IF('Clean Columns'!Z60=2,\"B) Column Flange Flexural Yielding: Tensile Force\",\"B) Flange Local Bending: Tensile Force (2005 Sepcification Section J10.1)\")","v":"B) Flange Local Bending: Tensile Force (2005 Sepcification Section J10.1)"},null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z60","v":0}]
[null,null,"f =",0.9,"(LRFD)",null,"W=",1.67,"(ASD)"]
[null,null,"tf =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,6,FALSE)","v":2.5},"in","Column Flange Thickness"]
[null,null,null,{"$f":"IF('Clean Columns'!Z60=2,'Clean Columns'!AD63,IF($D$40<10*D54,0.5,1))","v":1},{"$f":"IF('Clean Columns'!$Z$60=2,\"in\",\"      = \")","v":"      = "},{"$f":"IF('Clean Columns'!Z60=2,\"End Plate Yield Line Parameter.  See the Second Edition of Design Guide #4 for Extended End Plates.\",\"0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than 10tf\")","v":"0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than 10tf"}]
[null,null,null,{"$f":"IF('Clean Columns'!$Z$60=2,0.75,\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z56","v":26},{"$f":"'Clean Columns'!AA56","v":27},{"$f":"'Clean Columns'!AB56","v":28},{"$f":"'Clean Columns'!AC56","v":29},{"$f":"'Clean Columns'!AD56","v":30},{"$f":"'Clean Columns'!AE56","v":31}]
[null,null,null,{"$f":"IF('Clean Columns'!$Z$60=2,0.9,\"\")","v":""},{"$f":"IF('Clean Columns'!$Z$60=2,\"\",\"= \")","v":"= "},{"$f":"IF('Clean Columns'!Z60=2,\"\",\"1.0 otherwise\")","v":"1.0 otherwise"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Y57","v":0},{"$f":"'Clean Columns'!Z57","v":true},{"$f":"'Clean Columns'!AA57","v":57},{"$f":"'Clean Columns'!AB57","v":"Beams Conected on Both Sides"},{"$f":"'Clean Columns'!AC57","v":0},{"$f":"'Clean Columns'!AD57","v":0},{"$f":"'Clean Columns'!AE57","v":0}]
[null,null,null,{"$f":"IF('Clean Columns'!Z60=2,SQRT((1.11*0.75*(D34*12))/(D57*D39*D55)),6.25*D54^2*D39*D55)","v":1953.125},{"$f":"IF('Clean Columns'!Z60=2,\"in\",\"kips\")","v":"kips"},{"$f":"IF('Clean Columns'!Z60=2,\"Required Minimum Unstiffened Flange Thickness\",\"Local Flange Bending Nominal Strength\")","v":"Local Flange Bending Nominal Strength"},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z58","v":false},{"$f":"'Clean Columns'!AA58","v":58},{"$f":"'Clean Columns'!AB58","v":"Beams are not Connected Near the Top of the Column"}]
[null,null,null,{"$f":"IF('Clean Columns'!$Z$67=0,D53,1/H53)*D58","v":1757.8125},{"$f":"IF('Clean Columns'!Z60=2,\"\",\"kips\")","v":"kips"},"Available Strength, fRn (LRFD), Rn/W (ASD)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z59","v":0},{"$f":"'Clean Columns'!AA59","v":59},null,null,{"$f":"'Clean Columns'!AD59","v":0},{"$f":"'Clean Columns'!AE59","v":0}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z60","v":0},{"$f":"'Clean Columns'!AA60","v":60},{"$f":"'Clean Columns'!AB60","v":"Directly Welded Flange"}]
[null,null,null,null,null,null,null,"See Eq. 3.20 of Design Guide #4, 2nd Edition for Extended End Plates",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Y61","v":"End"},{"$f":"'Clean Columns'!Z61","v":0.5},{"$f":"'Clean Columns'!AA61","v":61}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Y62","v":"flange plate"},{"$f":"'Clean Columns'!Z62","v":0.5},{"$f":"'Clean Columns'!AA62","v":62},null,{"$f":"'Clean Columns'!AC62","v":""},{"$f":"'Clean Columns'!AD62","v":0},{"$f":"'Clean Columns'!AE62","v":0}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z63","v":8},{"$f":"'Clean Columns'!AA63","v":63},null,{"$f":"'Clean Columns'!AC63","v":""},{"$f":"'Clean Columns'!AD63","v":0},{"$f":"'Clean Columns'!AE63","v":""}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z64","v":6},{"$f":"'Clean Columns'!AA64","v":64},null,{"$f":"'Clean Columns'!AC64","v":""},{"$f":"'Clean Columns'!AD64","v":0},{"$f":"'Clean Columns'!AE64","v":""}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Y65","v":"Yc"},{"$f":"'Clean Columns'!Z65","v":170.1},{"$f":"'Clean Columns'!AA65","v":65}]
[null,null,"C) Web Local Yielding: Tensile and Compressive Forces (2005 Specification Section J10.2)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AA66","v":66},null,{"$f":"'Clean Columns'!AC66","v":"Plastic Moment Strength"}]
[null,null,"f =",1,"(LRFD)",null,"W=",1.5,"(ASD)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z67","v":0},{"$f":"'Clean Columns'!AA67","v":67},{"$f":"'Clean Columns'!AB67","v":"2005 LRFD Specification for Structural Steel Buildings"}]
[null,null,"w =",{"$f":"'Clean Columns'!$Z$84","v":0.25},"in",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z68","v":0},{"$f":"'Clean Columns'!AA68","v":68},null,{"$f":"'Clean Columns'!AC68","v":"Column Story Shear"}]
[null,null,"N =",{"$f":"IF('Clean Columns'!$Z$60=1,'Clean Columns'!$AD$62,VLOOKUP('Clean Columns'!$AD$25,Beams!$A$6:$O$324,5,FALSE))+2*D68","v":0.92500000000000004},"in","Length of Bearing",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z69","v":0},{"$f":"'Clean Columns'!AA69","v":69},null,{"$f":"'Clean Columns'!AC69","v":"Column Axial Load"}]
[null,null,"tw =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,5,FALSE)","v":1.4},"in","Column Web Thickness",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z70","v":0},{"$f":"'Clean Columns'!AA70","v":70},null,{"$f":"'Clean Columns'!AC70","v":"Beam Axial Load, Right Side"}]
[null,null,"dc =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,3,FALSE)","v":21.9},"in","Column Depth",null,null,{"$f":"IF('Clean Columns'!$Z$58,Calculations!$D$40,\"\")","v":""},{"$f":"IF(NOT('Clean Columns'!$Z$58),\"\",IF(Calculations!D40>Calculations!L71,\">\",\"<\"))","v":""},null,{"$f":"IF('Clean Columns'!$Z$58,D71/2,\"\")","v":""},null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z71","v":150},{"$f":"'Clean Columns'!AA71","v":71},null,{"$f":"'Clean Columns'!AC71","v":"Beam Moment, Right Side"}]
[null,null,"Ct =",{"$f":"IF($D$40<D71,0.5,1)","v":1},"= "," 0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than dc",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z72","v":0},{"$f":"'Clean Columns'!AA72","v":72}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z73","v":150},{"$f":"'Clean Columns'!AA73","v":73}]
[null,null,null,null,"= ","1.0 otherwise",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z74","v":0},{"$f":"'Clean Columns'!AA74","v":74},null,{"$f":"'Clean Columns'!AC74","v":"Top Factored Flange Force, Right Side"},{"$f":"'Clean Columns'!AD74","v":"Top Service Flange Force, Right Side"}]
[null,null,"k =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,8,FALSE)","v":3},"in","Distance from the outside face of column flange to the web toe of the flange-to-web fillet",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z75","v":0},{"$f":"'Clean Columns'!AA75","v":75},null,{"$f":"'Clean Columns'!AC75","v":"Bottom Factored Flange Force, Right Side"},{"$f":"'Clean Columns'!AD75","v":"Bottom Service Flange Force, Right Side"}]
[null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z76","v":0},{"$f":"'Clean Columns'!AA76","v":76},{"$f":"'Clean Columns'!AB76","v":"(Puf)TL ="},{"$f":"'Clean Columns'!AC76","v":"Top Factored Flange Force, Left Side"},{"$f":"'Clean Columns'!AD76","v":"Top Service Flange Force, Left Side"}]
[null,null,"Rn =",{"$f":"IF('Clean Columns'!Z60=2,D72*(6*D75+D69+2*Q12)*D39*D70,(D72*5*D75+D69)*D39*D70)","v":1114.75},"kips","Local Web Yielding Nominal Strength",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z77","v":0},{"$f":"'Clean Columns'!AA77","v":77},{"$f":"'Clean Columns'!AB77","v":"(Puf)BL ="},{"$f":"'Clean Columns'!AC77","v":"Bottom Factored Flange Force, Left Side"},{"$f":"'Clean Columns'!AD77","v":"Bottom Service Flange Force, Left Side"}]
[null,null,"Rav =",{"$f":"IF('Clean Columns'!$Z$67=0,D67,1/H67)*D77","v":1114.75},"kips","Available Strength, fRn (LRFD), Rn/W (ASD)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Z78","v":0},{"$f":"'Clean Columns'!AA78","v":78},{"$f":"'Clean Columns'!AB78","v":0},{"$f":"'Clean Columns'!AC78","v":"Factored Total  Panel-Zone Shear Force"},{"$f":"'Clean Columns'!AD78","v":"Service Total  Panel-Zone Shear Force"}]
[null,null,null,null,null,null,null,null,"See Eq. 3.24 of Design Guide #4, 2nd Edition for Extended End Plates",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Y79","v":"Fyc"},{"$f":"'Clean Columns'!Z79","v":50},{"$f":"'Clean Columns'!AA79","v":79},{"$f":"'Clean Columns'!AB79","v":208.39363241678728},{"$f":"'Clean Columns'!AC79","v":"kips"},{"$f":"'Clean Columns'!AD79","v":"Total Panel-Zone Shear Force"}]
[null,null,"D) Web Crippling: Compressive Force (2005 Specification Section J10.3)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!Y80","v":"Fyb"},{"$f":"'Clean Columns'!Z80","v":50},{"$f":"'Clean Columns'!AA80","v":80},{"$f":"'Clean Columns'!AB80","v":104.19681620839364},{"$f":"'Clean Columns'!AC80","v":"kips"},{"$f":"'Clean Columns'!AD80","v":"Top Flange Force, Right Side"}]
[null,null,"f =",0.75,"(LRFD)",null,"W=",2,"(ASD)",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AA81","v":81},{"$f":"'Clean Columns'!AB81","v":-104.19681620839364},{"$f":"'Clean Columns'!AC81","v":"kips"},{"$f":"'Clean Columns'!AD81","v":"Bottom Flange Force, Right Side"}]
[null,null,"w =",{"$f":"'Clean Columns'!$Z$84","v":0.25},"in",null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AA82","v":82},null,{"$f":"'Clean Columns'!AC82","v":"kips"},{"$f":"'Clean Columns'!AD82","v":"Top Flange Force, Left Side"}]
[null,null,"N =",{"$f":"IF('Clean Columns'!$Z$60=1,'Clean Columns'!$AD$62,VLOOKUP('Clean Columns'!$AD$25,Beams!$A$6:$O$324,5,FALSE))+2*D82","v":0.92500000000000004},"in","Length of Bearing",null,null,null,"N/dc =",{"$f":"D83/D85","v":4.2237442922374434E-2},{"$f":"IF(K83>M83,\">\",\"<\")","v":"<"},0.2,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,null,{"$f":"'Clean Columns'!AA83","v":83},null,{"$f":"'Clean Columns'!AC83","v":"kips"},{"$f":"'Clean Columns'!AD83","v":"Bottom Flange Force, Left Side"}]
[null,null,"tw =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,5,FALSE)","v":1.4},"in","Column Web Thickness"]
[null,null,"dc =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,3,FALSE)","v":21.9},"in","Column Depth"]
[null,null,"tf =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,6,FALSE)","v":2.5},"in","Column Flange Thickness"]
[null,null,"Ct =",{"$f":"IF($D$40<D85/2,0.5,1)","v":1},"= ","0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than dc/2"]
[]
[null,null,null,null,"= ","1.0 otherwise"]
[null,null,"Nd =",{"$f":"IF(OR(D40>=D85/2,D83/D85<=0.2),3*D83/D85,4*D83/D85-0.2)","v":0.12671232876712332},"=","3(N/dc ) if dtop > dc/2 or if dtop < dc and N/dc < 0.2"]
[null,null,null,null,null,"4N/dc-0.2  if dtop < dc and N/dc > 0.2"]
[null,null,"Rn =",{"$f":"(0.8*D87*D84^2*(1+D90*(D84/D86)^1.5)*SQRT(29000*D39*D86/D84))","v":2657.0882631101667},"kips","Web Crippling Nominal Strength"]
[null,null,"Rav =",{"$f":"IF('Clean Columns'!$Z$67=0,D81,1/H81)*D92","v":1992.8161973326251},"kips","Available Strength, fRn (LRFD), Rn/W (ASD)"]
[]
[null,null,"E) Web Compression Buckling: Compressive Force on Both Sides of the Column (2005 Specification Section J10.5)"]
[null,null,"f =",0.9,"(LRFD)",null,"W=",1.67,"(ASD)"]
[null,null,"tw =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,5,FALSE)","v":1.4},"in","Column Web Thickness"]
[null,null,"dc =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,3,FALSE)","v":21.9},"in","Column Depth",null,null,{"$f":"IF('Clean Columns'!$Z$58,Calculations!$D$40,\"\")","v":""},{"$f":"IF(NOT('Clean Columns'!$Z$58),\"\",IF(Calculations!D69>Calculations!L98,\">\",\"<\"))","v":""},null,{"$f":"IF('Clean Columns'!$Z$58,D98/2,\"\")","v":""}]
[null,null,"k =",{"$f":"VLOOKUP('Clean Columns'!$AF$25,COLUMNS,8,FALSE)","v":3},"in","Distance from the outside face of column flange to the web toe of the flange-to-web fillet"]
[]
[null,null,"Ct =",{"$f":"IF($D$40<D98/2,0.5,1)","v":1},"= ","0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than dc/2"]
[]
[null,null,null,null,"= ","1.0 otherwise"]
[null,null,"h =",{"$f":"D98-2*D99","v":15.899999999999999},"in","Zone of column web subject to compression buckling (out-of-plane) h=dc-2k"]
[null,null,"Rn =",{"$f":"(24*D101*D97^3*SQRT(29000*D39)/D104)","v":4987.4921545971411},"kips","Compression Buckling Design Strength"]
[null,null,"Rav =",{"$f":"IF('Clean Columns'!$Z$67=0,D96,1/H96)*D105","v":4488.7429391374271},"kips","Available Strength, fRn (LRFD), Rn/W (ASD)"]
[]
[]
[]
[null,"III) Column Design Summary:",null,null,null,null,{"$f":"'Clean Columns'!AF25","v":"W18X283"}]
[null,null,"A) Doubler Plates Required if Vp > Rav for Panel Zone Shear",null,null,null,null,null,null,{"$f":"IF(D45>D46,\"Axial Load in the column Exceeds the Column Yield Strength!\",\"\")","v":""}]
[null,null,"Total Panel Zone Shear Force, Vp =",null,null,{"$f":"D31","v":208.39363241678728},"kips","Panel-Zone Available Shear Strength =",null,null,{"$f":"D48","v":827.81999999999994},"kips"]
[]
[null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(F112>K112,\"Doubler Plates are Required!\",\"No Doubler Plates are Required.\")","v":"No Doubler Plates are Required."},{"$f":"\"  \"&FIXED(F112/K112*100,0)&\"% of Column Capacity\"","v":"  25% of Column Capacity"}]
[null,null,"B) Stiffener Plates are Required if Pf > Rav for Compression"]
[null,null,null,null,null,null,null,"Local Web Yielding Available Strength =",null,null,{"$f":"D78","v":1114.75},"kips"]
[null,null,null,null,null,null,null,"Web Crippling Available Strength =",null,null,{"$f":"D93","v":1992.8161973326251},"kips"]
[null,null,"Concentrated Compression Force, Pf =",null,null,null,null,"Compression Buckling Available Strength =",null,null,{"$f":"IF(NOT('Clean Columns'!Z57),\"DNA\",IF(OR(AND(E18>0,H18>0),AND(E19>0,H19>0)),D106,\"DNA\"))","v":"DNA"},"kips"]
[null,null,null,null,null,{"$f":"I27","v":104.19681620839364},"kips",null,null,"Rav =",{"$f":"MIN(K116:K118)","v":1114.75},"kips"]
[null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(F119>K119,\"Stiffener Plates are Required!\",\"No Stiffener Plates are Required.\")","v":"No Stiffener Plates are Required."},{"$f":"\"  \"&FIXED(F119/K119*100,0)&\"% of Column Capacity\"","v":"  9% of Column Capacity"}]
[null,null,"C) Stiffener Plates are Required if Pf > Rav for Tension"]
[null,null,null,null,null,null,null,"Local Flange Bending Available Strength =",null,null,{"$f":"IF('Clean Columns'!Z60<>2,D59,10000000)","v":1757.8125},"kips"]
[null,null,"Concentrated Tension Force, Pf =",null,null,null,null,"Local Web Yielding Available Strength =",null,null,{"$f":"K116","v":1114.75},"kips"]
[null,null,null,null,null,{"$f":"I26","v":104.19681620839364},"kips",null,null,"Rav =",{"$f":"MIN(K122:K123)","v":1114.75},"kips"]
[]
[null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(F124>K124,\"Stiffener Plates are Required!\",\"No Stiffener Plates are Required.\")","v":"No Stiffener Plates are Required."},{"$f":"\"  \"&FIXED(F124/K124*100,0)&\"% of Column Capacity\"","v":"  9% of Column Capacity"}]
[]
[null,null,"D) Stiffener Plates are Required if tfc req'd > tfc for column flange flexural yielding"]
[null,null,"Minimum Required Unstiffened Column Flange Thickness, tfc Req'd =",null,null,null,null,"Column Flange \nThickness, tf ="]
[null,null,null,null,null,{"$f":"D58","v":1953.125},"kips*ft",null,null,null,{"$f":"D54","v":2.5},"in"]
[]
[null,null,null,null,null,null,null,null,null,null,null,{"$f":"IF(F130>K130,\"Stiffener Plates are Required!\",\"No Stiffener Plates are Required.\")","v":"Stiffener Plates are Required!"},{"$f":"\"  \"&FIXED(F130/K130*100,0)&\"% of Column Flange Thickness\"","v":"  78,125% of Column Flange Thickness"}]

{"sheet":"Instructions","index":4,"n_rows":26,"n_cols":5,"rows_kept":26,"cut":false,"hidden":false,"merged":[[1,2,1,4]]}
[]
[null,null,"Instructions for Clean Columns V14.2"]
[]
[null,null,"1)","Verify the Assumptions"]
[null,null,null,null,"Verify 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 2010 AISC Specification for Structural Steel Buildings, Design Guide #13, and Design Guide #4, 2nd Ed."]
[null,null,"2)","Connection Configuration"]
[null,null,null,null,"Select 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. "]
[null,null,null,null,"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."]
[null,null,null,null,"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."]
[null,null,null,null,"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."]
[null,null,null,null,"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. "]
[null,null,"3)","Select Beam"]
[null,null,null,null,"Select 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."]
[null,null,"4)","Forces and Material Properties"]
[null,null,null,null,"Select the design methodology (LRFD or ASD) to use for design."]
[null,null,null,null,"Enter the forces.  Enter service loads for 'ASD' design and factored loads for LRFD design."]
[null,null,null,null,"A value of zero for the column shear is conservative."]
[null,null,null,null,"The column axial load can be taken as the average of the axial load above and below the joint."]
[null,null,"5)","Resultant Forces"]
[null,null,null,null,"The resultant forces applied to the column at the beam flanges or flange plates are displayed."]
[null,null,"6)","Column Design Results"]
[null,null,null,null,"The '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."]
[null,null,"7)","Column Calculations"]
[null,null,null,null,"In 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."]
[null,null,"8)","Instructions for Calculation Sheet"]
[null,null,null,null,"These 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."]

{"sheet":"Assumptions","index":5,"n_rows":18,"n_cols":5,"rows_kept":18,"cut":false,"hidden":false,"merged":[[1,2,1,4]]}
[]
[null,null,"Assumptions in Clean Columns V14.2"]
[]
[null,null,"1)","Wind, Low-Seismic, and High-Seismic Applications"]
[null,null,null,null,"For 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.  "]
[null,null,null,null,"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."]
[null,null,"2)","The Parameter \"N\""]
[null,null,null,null,"The variable 'N' in Clean Columns corresponds to the variable lb in the 2010 AISC Specification.  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."]
[]
[null,null,"3)","Effects of Composite Floor Construction"]
[null,null,null,null,"If 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."]
[null,null,"4)","Web Sidesway Buckling"]
[null,null,null,null,"It 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. "]
[null,null,"5)","Panel Zone Behavior"]
[null,null,null,null,"For 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."]
[null,null,"6)","Connection Types"]
[null,null,null,null,"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 2010 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."]
[null,null,null,null,"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."]

{"sheet":"Beams","index":6,"n_rows":324,"n_cols":16,"rows_kept":324,"cut":false,"hidden":false,"merged":[]}
[null,"MuR =",{"$f":"'Clean Columns'!Z71","v":150},"MuL =",{"$f":"'Clean Columns'!Z73","v":150},null,"PuR =",{"$f":"'Clean Columns'!Z70","v":0},"PuL =",{"$f":"'Clean Columns'!Z72","v":0}]
[null,"Fy =",{"$f":"'Clean Columns'!Z80","v":50},"ksi",null,null,"Vus =",{"$f":"'Clean Columns'!Z68","v":0}]
[null,{"$f":"HLOOKUP(B4,DB_Headers,2,FALSE)","v":4},5,9,16,21,35,null,null,"Top","Top","Bottom","Bottom"]
["Designation","A","d","bf","tf","kdes","Zx","f Mp",null,"(Puf)TR","(Puf)TL","(Puf)BR","(Puf)BL","Vu","dm"]
[null,"in2","in.","in.","in.","in.","in.3","kip-in",null,"kips","kips","kips","kips","kips","in"]
["W4X13",{"$f":"VLOOKUP($A6,_xlnm.DataBase,B$3,FALSE)","v":3.83},4.16,4.0599999999999996,0.34499999999999997,0.59499999999999997,6.28,{"$f":"0.9*$C$2*G6","v":282.60000000000002},1,{"$f":"$H$1/2+($C$1*12)/O6","v":471.82175622542593},{"$f":"$J$1/2-($E$1*12)/O6","v":-471.82175622542593},{"$f":"$H$1/2-($C$1*12)/O6","v":-471.82175622542593},{"$f":"$J$1/2+($E$1*12)/O6","v":471.82175622542593},{"$f":"IF('Clean Columns'!$Z$57,J6-K6,J6)-$H$2","v":943.64351245085186},{"$f":"IF('Clean Columns'!$Z$60=0,Beams!C6-Beams!E6,Beams!C6+'Clean Columns'!$AD$62)","v":3.8150000000000004},319]
[null,{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$f":"0.9*$C$2*G7","v":{"$error":"#N/A"}},{"$f":"I6+1","v":2},{"$f":"$H$1/2+($C$1*12)/O7","v":{"$error":"#N/A"}},{"$f":"$J$1/2-($E$1*12)/O7","v":{"$error":"#N/A"}},{"$f":"$H$1/2-($C$1*12)/O7","v":{"$error":"#N/A"}},{"$f":"$J$1/2+($E$1*12)/O7","v":{"$error":"#N/A"}},{"$f":"IF('Clean Columns'!$Z$57,J7-K7,J7)-$H$2","v":{"$error":"#N/A"}},{"$f":"IF('Clean Columns'!$Z$60=0,Beams!C7-Beams!E7,Beams!C7+'Clean Columns'!$AD$62)","v":{"$error":"#N/A"}},{"$f":"P6-1","v":318}]
["W5X16",4.71,5.01,5,0.36,0.66,9.6300000000000008,433.35,{"$f":"I7+1","v":3},{"$f":"$H$1/2+($C$1*12)/O8","v":387.09677419354841},{"$f":"$J$1/2-($E$1*12)/O8","v":-387.09677419354841},{"$f":"$H$1/2-($C$1*12)/O8","v":-387.09677419354841},{"$f":"$J$1/2+($E$1*12)/O8","v":387.09677419354841},{"$f":"IF('Clean Columns'!$Z$57,J8-K8,J8)-$H$2","v":774.19354838709683},{"$f":"IF('Clean Columns'!$Z$60=1,Beams!C8+'Clean Columns'!$AD$62,Beams!C8-Beams!E8)","v":4.6499999999999995},{"$f":"P7-1","v":317}]
["W5X19",5.56,5.15,5.03,0.43,0.73,11.6,522,{"$f":"I8+1","v":4},381.35593220338978,{"$f":"$J$1/2-($E$1*12)/O9","v":-381.35593220338978},{"$f":"$H$1/2-($C$1*12)/O9","v":-381.35593220338978},{"$f":"$J$1/2+($E$1*12)/O9","v":381.35593220338978},{"$f":"IF('Clean Columns'!$Z$57,J9-K9,J9)-$H$2","v":762.71186440677957},{"$f":"IF('Clean Columns'!$Z$60=1,Beams!C9+'Clean Columns'!$AD$62,Beams!C9-Beams!E9)","v":4.7200000000000006},{"$f":"P8-1","v":316}]
[null,{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},5,{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$error":"#N/A"},{"$f":"IF('Clean Columns'!$Z$57,J10-K10,J10)-$H$2","v":{"$error":"#N/A"}},{"$f":"IF('Clean Columns'!$Z$60=1,Beams!C10+'Clean Columns'!$AD$62,Beams!C10-Beams!E10)","v":{"$error":"#N/A"}},315]
["W6X8.5",2.52,5.83,3.94,0.19500000000000001,0.44500000000000001,5.73,257.85000000000002,6,319.43212067435672,-319.43212067435672,-319.43212067435672,319.43212067435672,{"$f":"IF('Clean Columns'!$Z$57,J11-K11,J11)-$H$2","v":638.86424134871345},{"$f":"IF('Clean Columns'!$Z$60=1,Beams!C11+'Clean Columns'!$AD$62,Beams!C11-Beams!E11)","v":5.6349999999999998},314]
["W6X9",2.68,5.9,3.94,0.215,0.46500000000000002,6.23,280.35000000000002,7,316.62269129287597,-316.62269129287597,-316.62269129287597,316.62269129287597,{"$f":"IF('Clean Columns'!$Z$57,J12-K12,J12)-$H$2","v":633.24538258575194},{"$f":"IF('Clean Columns'!$Z$60=1,Beams!C12+'Clean Columns'!$AD$62,Beams!C12-Beams!E12)","v":5.6850000000000005},313]
["W6X12",3.55,6.03,4,0.28000000000000003,0.53,8.3000000000000007,373.50000000000006,8,313.04347826086956,-313.04347826086956,-313.04347826086956,313.04347826086956,{"$f":"IF('Clean Columns'!$Z$57,J13-K13,J13)-$H$2","v":626.08695652173913},{"$f":"IF('Clean Columns'!$Z$60=1,Beams!C13+'Clean Columns'!$AD$62,Beams!C13-Beams!E13)","v":5.75},312]
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