The Steel Solutions Center is your gateway to powerful tools, facts and project solutions.Clean Columns V3.1

Least weight is not least cost.

Least weight is not least cost.

Least weight is not least cost.

AISC has been saying this for years. Now we'd like to show you.

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 by AISC Marketing in accordance with recognized engineering principles and information made available to AISC 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 the unauthorized use of the information contained in this spreadsheet.

Mu

Puc

Vus

PubMu

Pub

Beam/Girder

Puc

Vus

Column

Column Panel-ZoneLocation of Doubler Plates, if Required

Transverse Stiffeners,if Required

Clean Columns calculates the lightest column section required to eliminate stiffener and doubler plates.

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Project: Sample Project 4/7/2023

Client: Client

Engineer: Senior Engineer

Remarks: Remarks on this connection evaluation

1) Verify the Following Assumptions:The effects of composite floor construction are not included in analysis

Panel-zones remain nominally in the elastic range

N = beam flange thickness (w = 0, ie. no reinforcing fillet weld included)

2) Provide the Following Parameters:

50 ksi Column Specified Minimum Yield Strength

50 ksi Beam Specified Minimum Yield Strength

45 kips Factored Column Story Shear

1200 kips Factored Column Axial Load

5 kips Factored Beam Axial Load

80%

3) Select a Beam using the pulldown menus below: 4) Choose a Connection Configuration:

Nominal Depth W24 Beam Connected on One Side Only

Beam Section W24x55

* Group 4 or 5 Shape6) Beam Properties 5) Verify the Connection Location:

503 kip-ft Plastic Moment Strength Beams are not Connected Near the Top of the Column

402 kip-ft Factored Beam End Moment

212 kips Factored Flange Force 3.0 in

167 kips Factored Total Panel-Zone Shear Force

7) Column Design Results:

Lightest Lightest Lightest Lightest LightestW10 W12 W14 W16 W18

W10x77 W12x96 W14x120 W16x89 W18x97

-- W12x120 W14x132 -- W18x106

-- W12x120 W14x132 -- W18x106

Clean Columns V3.1 was developed to return the lightest column section which 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. The design of the column for axial load capacity is not considered.

Wind or low seismic applications (Structure is designed to meet the requirements in the LRFD Specification with no special seismic detailing)

dm = d - tf (used to convert the beam moment into flange forces)

Welded flange or flange plate connections only. May be overly conservative for end-plate moment connections

Fyc =

Fyb =

Vus =

Puc =

Pub =

Mu = of fMp Factored Bending Moment in Beams as a percentage of the Beam's Plastic Moment Strength

f Mp =

Mu =

Puf =

Vu =

No Stiffener Plates Required

No Doubler Plates Required

No Stiffener Plates or Doubler Plates Required

Keep in mind that columns larger than W14x426* may not be produced domestically.

This spreadsheet has been prepared in accordance with recognized engineering principles and information made available to AISC 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 the unauthorized use of the information contained in this document.

Mu

Puc

Vus

Pub

Beam/Girder

Puc

Vus

Column

Column Panel-ZoneLocation of Doubler Plates, if Required

Transverse Stiffeners,if Required

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Project: Sample Project 4/7/2023

Client: Client

Engineer: Senior Engineer

Remarks: Remarks on this connection evaluation

Clean Column Design Calculations for a W14x398* Column

I) Force Transfer in Unreinforced Columns

A) Required Strength for Local Flange and Web Limit States

402 kip*ft Factored Beam End Moment

5 kips Factored Beam Axial Loadd = 23.57 in Beam Depth

0.505 in Beam Flange Thickness

23.065 in Moment Arm between Flange Forces

212 kips Factored Beam Flange Force(tension or compression)

B) Required Strength for Panel-Zone ShearMoment Connected Beam on One Side Only

45 kips Factored Column Story Shear

167 kips Factored Total Panel Zone Shear ForceFor a column with only one moment connected beam

For a column with two moment connected beams

Design Check for Column Section: W14x398*

50 ksi Column Minimum Specified Steel Yield Strength

DNA Distance from the column end to the top flange of the beam(s)

A) Panel-Zone Shear Strength

1200 kips Factored Column Axial Load

18.29 in Column Depth

1.77 in Column web thickness

A = 117.0 Column Area

5850 kips Column Yield Strength

874 kips Panel-Zone Shear Design Strength

B) Local Flange Buckling

2.85 in Column Flange Thickness

1.0 =

= 1.0 otherwise

2276 kips Local Flange Bending Design Strength

Design for a W24x55 Beam with 80% of the Nominal Plastic Moment Strength (503 kip-ft) Transferred to the Column

Mu =

Pub =

tf =

dm =

Puf =

Vus =

Vu =

II) Design Strength of an Unreinforced Column

Fy =

dtop =

For Calculation Purposes, the behavior of the panel zone remains nominally within the elastic range.

Puc =

dc =

tw =

in2

Py =

fRv =

tf =

Ct = 0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than 10tf

fRn =

Puf=Mu

dm±Pub

2

dm=d−t f

V u=2Puf−V us

V u=Puf−V us

For Pu≤0 .4P y

φRv=0 .9x0 .6Fy dc tw (1 .4−PuP y )

φRv=0 . 9x0 . 6Fy dc tw

For Pu>0 . 4 P y

P y=F y A

φRn=0 . 9x6 . 25tf2F y xCt

dm

tf /2

Puf (Tension)

Puf (Compression)

Mu Pub

Puf

Puf

Vus

Vu

Puf

Puf

Vus

Figure 1. Exterior Column

FIgure 2. Beam Flange Forces

Figure 3. Panel-Zone Shear

Mu

Puc

Vus

Pub

Beam/Girder

Puc

Vus

Column

Column Panel-ZoneLocation of Doubler Plates, if Required

Transverse Stiffeners,if Required

C) Local Web YieldingFor calculations purposes, no fillet weld or groove weld reinforcement was used.

N = 0.505 in Beam or flange plate thickness

1.77 in Column Web Thickness

18.29 in Column Depth

1.0 =

= 1.0 otherwisek = 3.50 in

1593 kips Local Web Yielding Design Strength

D) Web CripplingFor calculations purposes, no fillet weld or groove weld reinforcement was used.

N = 0.505 in Beam or flange plate thickness (w=0 because no reinforcing welds are present)

1.77 in Column Web Thickness

18.29 in Column Depth

2.85 in Column Flange Thickness

1.0 =

= 1.0 otherwise

0.08 =

2959 kips Web Crippling Design Strength

E) Compression Buckling of the WebBuckling is checked for a single compressive force applied at the column flange.

1.77 in Column Web Thickness

18.29 in Column Depthk = 3.50 in

1.0 =

= 1.0 otherwiseh = 11.29 in Zone of column web subject to compression buckling (out-of-plane)

12816 kips Compression Buckling Design Strength

W14x398*

167 kips 874 kips

No Doubler Plates are Required. 19% of Column Capacity

2276 kips

1593 kips

Web Crippling Design Strength =2959 kips

12816 kips

212 kips 1593 kips

No Stiffener Plates are Required. 13% of Column Capacity

tw =

dc =

Ct = 0.5 if the distance from the end of the column to the closer face of the beam tension flange is less than dc

Distance from the outside face of column flange to the web toe of the flange-to-web fillet

fRn =

tw =

dc =

tf =

Ct = 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

Nd = 3N/dc if the distance from the column end to the closer face of the beam tension flange is either: (1) greater than or equal to dc/2; or, (2) less than dc/2 and N/dc is less than or equal to 0.2.

fRn =

tw =

dc =

Distance from the outside face of column flange to the web toe of the flange-to-web fillet

Ct = 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

fRn =

III) Column Design Summary:A) Doubler Plates Required if Vu> fRv

Factored Total Panel Zone Shear Force, Vu =

Panel-Zone Shear Strength, fRv =

B) Stiffener Plates are Required if Puf > fRn

Local Flange Bending Design Strength =

Local Web Yielding Design Strength =

Compression Buckling Design Strength =

Factored Beam Flange Force, Puf = fRn =

φRn=1.0 x {Ct (5k )+N } xF y tw

=(4Ndc

−0 . 2) otherwise

φRn=0 .75x 135Ct tw2 {1+Nd ( twt f )

1. 5}√ F y t ftw

h=dc−2k

φRn=0 .90 x4100Ct tw

3 √F yh

WN

Reinforcing Fillet Weld

Figure 4. Illustration of parameters N and W

Designation A d h k PZ Shear Str. LFB LWY WC CBW Py

in. in. in. in. kips kips kips kipsW18x311* 91.5 22.32 15.45 1.52 2.74 3 7/16 916 2112 1345 2283 5933 1345 916 916 4575W18x283* 83.2 21.85 15.48 1.4 2.5 3 3/16 826 1758 1151 1930 4627 1151 826 826 4160W18x258* 75.9 21.46 15.46 1.28 2.3 3 742 1488 992 1618 3539 992 742 742 3795W18x234* 68.8 21.06 15.56 1.16 2.11 2 3/4 660 1252 827 1337 2617 827 660 660 3440W18x211* 62.1 20.67 15.55 1.06 1.91 2 9/16 592 1026 706 1113 1999 706 592 592 3105W18x192 56.4 20.35 15.48 0.96 1.75 2 7/16 514 861 609 918 1492 609 514 514 2820W18x175 51.3 20.04 15.54 0.89 1.59 2 1/4 449 711 523 782 1184 523 449 449 2565W18x158 46.3 19.72 15.47 0.81 1.44 2 1/8 380 583 451 647 896 451 380 380 2315W18x143 42.1 19.49 15.49 0.73 1.32 2 319 490 383 529 655 383 319 319 2105W18x130 38.2 19.25 15.50 0.67 1.2 1 7/8 269 405 331 444 506 331 269 269 1910

W18x119 35.1 18.97 15.47 0.655 1.06 1 3/4 240 316 303 406 474 303 240 240 1755W18x106 31.1 18.73 15.48 0.59 0.94 1 5/8 187 249 255 327 346 249 187 187 1555W18x97 28.5 18.59 15.47 0.535 0.87 1 9/16 150 213 222 272 258 213 150 150 1425W18x86 25.3 18.39 15.52 0.48 0.77 1 7/16 108 167 185 217 186 167 108 108 1265W18x76 22.3 18.21 15.46 0.425 0.68 1 3/8 68 130 157 170 130 130 68 68 1115

W18x71 20.8 18.47 15.47 0.495 0.81 1 1/2 61 185 198 233 205 185 61 61 1040W18x65 19.1 18.35 15.48 0.45 0.75 1 7/16 32 158 173 194 154 154 32 32 955W18x60 17.6 18.24 15.49 0.415 0.695 1 3/8 7 136 153 166 120 120 7 7 880W18x55 16.2 18.11 15.49 0.39 0.63 1 5/16 -16 112 138 144 100 100 -16 -16 810W18x50 14.7 17.99 15.49 0.355 0.57 1 1/4 -40 91 120 119 75 75 -40 -40 735

W18x46 13.5 18.06 15.56 0.36 0.605 1 1/4 -66 103 122 125 78 78 -66 -66 675W18x40 11.8 17.9 15.52 0.315 0.525 1 3/16 -97 78 101 95 53 53 -97 -97 590W18x35 10.3 17.7 15.45 0.3 0.425 1 1/8 -133 51 92 81 46 46 -133 -133 515

tw tf f Rn f Rn f Rn

in2 f Rv (kips) f Rn (kips) f Rn (kips) f Rn (kips) f Rn (kips)