Base Plate Design - US Section (2022)

BASE PLATE DESIGN Result Summary Overall ratio = 0.74 OK Design Code Reference Base plate design based on Code Abbreviation AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition AISC Design Guide 1 ACI 318-11 Building Code Requirements for Structural Concrete and Commentary ACI 318-11 Code Reference Base Plate Data Column section type = Column section size = Column section properties d = 12.100 [in] tf = 0.605 [in] bf = 12.000 [in] tw = 0.390 [in] Base plate anchor bolt pattern = Base plate anchor bolt pattern = Base Plate Design - US Section (1) Base plate width B = [in] 20.00 in Base plate depth N = [in] 20.00 in Base plate thickness tp = [in] 1.75 in Anchor bolt spacing C C = [in] 16.00 in Anchor bolt spacing D D = [in] 16.00 in Concrete pedestal width bc = [in] Concrete pedestal depth dc = [in] Anchor bolt material = Anchor tensile strength futa = 58.0 [ksi] Anchor bolt diameter da = [in] max dia=1.50 in Anchor effective cross section area Ase = 0.969 [in2] Anchor bolt 1/8" (3mm) corrosion allowance = Total no of anchor bolt in base plate n =

No of bolt along outermost bolt line nt = Concrete strength fc' = [ksi] Base plate yield strength Fy = [ksi] Factored column load
Load Cases Pu or Tu [kips] Mu [kip-ft]
Base Plate Design - US Section (2) LC1 Axial Compression Pu =
Base Plate Design - US Section (3) LC2 Axial Compression +
Moment
Pu = Mu =
Base Plate Design - US Section (4) LC3 Axial Compression +
Moment
Pu = Mu =
Base Plate Design - US Section (5) LC4 Axial Tensile Tu =
Suggested plate thickness for rigidity:
tp = max. of m/4 and n/4 = Base Plate Design - US Section (6) Strength reduction factors ACI 318-11 Bearing on concrete fc = 0.65 9.3.2.4 Base plate bending fb = 0.90

CONCLUSION

Overall ratio = 0.74 OK LC1: Axial Compression

Suggested Min Plate Thickness for Rigidity ratio = 0.74 OK Pedestal Concrete Base Bearing Strength ratio = 0.06 OK Base Plate Required Min Plan Size B x N ratio = 0.00 OK Base Plate Required Min Thickness ratio = 0.37 OK

LC2: Axial Compression + Moment Base Plate B x N or Anchor Bolt C x D Dimension Check ratio = 0.00 OK Base Plate Required Min Thickness ratio = 0.70 OK

LC3: Axial Compression + Moment Base Plate B x N or Anchor Bolt C x D Dimension Check ratio = 0.00 OK Base Plate Required Min Thickness ratio = 0.43 OK

LC4: Axial Tension Anchor Rod Tensile Resistance ratio = 0.15 OK Base Plate B x N or Anchor Bolt C x D Dimension Check ratio = 0.00 OK Base Plate Required Min Thickness - Bending to Flange/Web ratio = 0.35 OK CACULATION AISC Design Guide 1

W Shape m = ( N - 0.95 d ) / 2 = 4.253 [in] 3.1.2 on Page 15 n = ( B - 0.8 bf ) / 2 = 5.200 [in]

Suggested min. plate thickness for rigidity: tp = max. of m/4 and n/4 = 1.300 [in] ratio = 0.74 < tp OK LC1: Axial Compression Concrete Base Bearing Strength Factored compression force Pu = = 100.00 [kips] Base plate area A1 = B x N = 400.00 [in2] Pedestal area A2 = bc x dc = 900.00 [in2] ACI 318-11 k = min [ sqrt(A2/A1), 2 ] = 1.500 10.14.1 fc Pn = fc 0.85 fc' A1 k = 1723.80 [kips] 10.14.1 ratio = 0.06 > Pu OK Base Plate Required Thickness AISC Design Guide 1 X = Base Plate Design - US Section (7) = 0.058 3.1.2 on Page 16 l = Base Plate Design - US Section (8) = 0.244 l n' = l sqrt( d x bf ) / 4 = 0.736 [in]

L = max (m, n, l n' ) = 5.200 [in] 3.1.2 on Page 15 Base plate required thickness tmin = Base Plate Design - US Section (9) = 0.646 [in] Base plate plan size B x N is adequate. ratio = 0.37 < tp OK
LC2: Axial Compression + Moment Pu = 75.00 [kips] Mu = 50.00 [kip-ft] e = Mu / Pu = 8.00 [in] fp(max) = fc 0.85 fc' k = 4.31 [ksi] qmax = fp(max) x B = 86.19 [kips/in] ecrit = N/2 - Pu / (2qmax) = 9.56 [in] e < ecrit small moment case applied
Small Moment Case Bearing length Y = N - 2e = 4.000 [in] Verify linear bearing pressure q = Pu / Y = 18.75 [kips/in] < qmax OK fp = Pu / BY = 0.94 [ksi] m = max(m , n) = 5.200 [in]
AISC Design Guide 1 Y < m tmin = Base Plate Design - US Section (10) = 1.218 [in] Eq. 3.3.15a-1
Base plate plan size B x N is adequate. ratio = 0.70 < tp OK
LC3: Axial Compression + Moment Pu = 45.00 [kips] Mu = 25.00 [kip-ft] e = Mu / Pu = 6.67 [in] fp(max) = fc 0.85 fc' k = 4.31 [ksi] qmax = fp(max) x B = 86.19 [kips/in] ecrit = N/2 - Pu / (2qmax) = 9.74 [in] e < ecrit small moment case applied
Small Moment Case Bearing length Y = N - 2e = 6.667 [in] Verify linear bearing pressure q = Pu / Y = 6.75 [kips/in] < qmax OK fp = Pu / BY = 0.34 [ksi] m = max(m , n) = 5.200 [in]

AISC Design Guide 1 Y >= m tmin = 1.49 m sqrt( fp / Fy) = 0.750 [in] Eq. 3.3.14a-1 Base plate plan size B x N is adequate. ratio = 0.43 < tp OK
LC4: Axial Tension Factored tensile force Tu = = 25.00 [kips] Anchor Rod Tensile Resistance ACI 318-11 Anchor rod tensile resistance Tr = f t,s n Ase futa = 168.61 [kips] D.5.1.2 (D-2) f t,s = 0.75 for ductile steel element D.4.3 (a) ratio = 0.15 > Tu OK Bolt pattern Bolt Both Outside and Inside Flange Total No of anchor bolt n = = 4.0 Bolt to column center distance f = = 8.00 [in] Bolt to column web center distance f1 = = 8.00 [in] Factored tensile force in single bolt Tb = Tu / n = 6.25 [kips] Base Plate Design - US Section (11)
Bending to Column Flange AISC Design Guide 1 Moment lever arm a = f - 0.5 d + 0.5 tf = 2.25 [in] Eq 3.4.6 on Page 26 Moment to column flange Mu = Tb x a = 1.17 [kip-ft] Effective plate width beff = 2 x a = 4.51 [in] Sect 3.2 3 on Page 18 Base plate required thickness tp1 = Base Plate Design - US Section (12) = 0.621 [in] Eq 3.3.13a on Page 25
Bending to Column Web AISC Design Guide 1 Moment lever arm a = f1 - 0.5 tw = 7.81 [in] Example 4.5on Page 34 Moment to column web Mu = Tb x a = 4.07 [kip-ft] Effective plate width beff = 2 x a = 15.61 [in] Example 4.5on Page 35 Base plate required thickness tp2 = Base Plate Design - US Section (13) = 0.621 [in] Example 4.5on Page 35
tmin = max ( tp1, tp2 ) = 0.621 [in] Base plate plan size B x N is adequate. ratio = 0.35 < tp OK

Suggest Values for User Input

Suggest values for user's input in magenta color.

These suggest values are extracted from many projects' steel base plate standard drawings as such they are highly recommended by the author.

User can turn the diaplay of these suggest values on/off using the menu above or mouse right click pop up menu.

(Video) AISC Base Plate Design

Base Plate Anchor Bolt Location

This input is used for the design of base plate subject to tensile force.

  • When Bolt Inside Flange Only is selected, base plate bending to column web is checked.

  • When Bolt Outside Flange Only is selected, base plate bending to column flange is checked.

  • When Bolt Both Outside and Inside Flange is selected, base plate bending to both column flange and web is checked

Base Plate Design - US Section (15)

Base Plate Width B

Base plate width B
Base Plate Design - US Section (16)

Base Plate Depth N

(Video) Steel Design - Base Plates - Fixed base plate design calculations - SD424

Base plate depth N
Base Plate Design - US Section (17)

Anchor Bolt Spacing C

Anchor bolt spacing C
Base Plate Design - US Section (18)

Anchor Bolt Spacing D

Anchor bolt spacing D
Base Plate Design - US Section (19)

Concrete Pedestal depth dc

Concrete pedestal depth dc
Base Plate Design - US Section (21)

Anchor Rod Corrosion Allowance

Anchor rod may have corrosion issue if it is exposed to exterior or extreme environmental conditions.

If Yes is selected, anchor rod effective area Ase will be reduced by taking 1/8" (3mm) off from anchor rod diameter

(Video) Base Plate and Anchor Rod Design: A Step by Step Approach

Min Plate Thickness for Rigidity

This input is used to ensure min. plate thickness for rigidity as the concrete bearing pressure is assumed to be linear in the design.

If Yes is selected, the min. plate thickness will be the max. of m/4 and n/4 ( m and n are plate overhangs in two directions )

Factored Column Compression Force

Input the factored column compression force here.

The compression force is input as positive number.
Input 0 if there is no compression force case.

Factored Column Tensile Force

Input the factored column tensile force here.

The tensile force is input as positive number.
Input 0 if there is no tensile force case.

Total no of Anchor Bolt in Base Plate

n = total no of anchor bolt in base plate.

The program uses n to calculate the anchor rod tensile resistance as Tr=ft,s n Ase futa in LC4 pure axial tensile case.

The anchor rod tensile resistance Tr shall be larger than the factored tensile load Tu in LC4.

(Video) Steel Column Base Plate Anchorage Design Example | Using AISC 15th Edition| Civil PE Exam Review
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Base Plate Design - US Section (24) About This Spreadsheet

This spreadsheet is to design PIN or MC type base plate based on AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition

  • The spreadsheet is in US imperial unit
  • The steel section is US AISC section
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(Video) Design of base plate connection (Built-up Column) | IS 800:2007 | ETABS & IDEA STATICA | Stiffener |

FAQs

What should be the size of base plate? ›

Mild Steel Base Plates, Size: 150 X 150 X 6 mm.

How thick should a base plate be? ›

A minimum thickness of 12 mm is recommended for posts and lightly loaded columns, while 20 mm minimum thickness is recommended for normal applications (after Ref. 7). Preferred plate thicknesses for the base plate are: 12, 16, 20, 25, 28, 32, 36, 40. Base plates are typically cut to size using thermal processes.

Why column base plate is required? ›

Base plates are included at the bottom of every rack upright in order to provide a connection point for the anchor bolts between the column and concrete slab when the anchors are drilled into the floor.

Videos

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2. Prokon - Base Plate Design
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3. NSCP 2015| Steel Design| Design of Base Plate
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4. Column Base Plate Design.
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5. Baseplate Design
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6. Base Plate and Anchor Rod Design Overview
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