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Available calculation tools - S16

Modifications history

v0.1 (20240507)

  • Addition of HSS from Atlas Tube, which includes G40 shape

v0.0 (20240416)

    • First beta version

v0.0 (20240416)

    • First beta version

Disclaimers and others

0.x Versions (beta): The Calculations tools in version 0.x are still in development and should be used with caution. No in-depth quality-control have been done on those versions. Don't hesitate to participate in the Quality Assurance process and report any bug or error you find.

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Section properties come from the selected source. For a compatibility of data usage, certain manipulations of files sources were carried out. Neither Isocel.ca, nor Mathieu Primeau, ing. guaranteed the accuracy of the values ​​following these manipulations. In case of difference between the information on Isocel and the original source, some calculations may be incorrect. If you notice such a difference, please let us know.

Original data sources :

Note that the properties of the sections coming from the ICCA have been withdrawn for the moment since the ICCA does not allow the use of their database (SST) containing section properties for other purposes than personal use.

This information must be read and used in conjunction with the CAN/CSA-S16-14 Design of Steel Structures Standard and the CISC Handbook of Steel Construction (HSC), 11th edition. In the case of discrepancies, the CAN/CSA-S16-14 Standard and the CISC HSC, 11th ed. shall govern.

 
Base plate in compression - S16-2014/2019
v0.1 (20240507)
2026-01-21

Input data

Material properties

Fyp = MPa Steel yield strength
f'c = MPa Concrete resistance
φ = 0.9   Steel resistance coefficient cl. 13.1 [1CSA S16 (2014) Design of steel structures]
φc =   Concrete resistance coefficient cl. 8.4.2 [6CSA A23.3 (2014) Design of concrete structures]

Column and anchors

Source :
Type : Section type of column dc = mm
Shp : Column section shape bc = mm
Cf = kN Factored compression load
na =   Number of anchors
dha = mm Hole diameter of anchors Holes in base plate for anchors increase stress under the plate, but that increase is generally neglectable.

Geometry

D = mm Plate length  
B = mm Plate width  
d1 = mm Distance to nearest edge  
tp = mm Plate thickness

Sketch for illustrative purposes only

The shape of the profile is not representative of the user's choice and the anchor holes are not shown.

Calculations

Concrete bearing check

A1 = 210.4 x103 mm² Base plate area B · D
= B · D = 400 mm · 400 mm
A2 = 210.4 x103 mm² Concrete area limited by the edge (B + 2 d1)(D + 2 d1)
= (B + d1)(D + d1) = (400 mm + 2 · 0 mm) · (526 mm + 2 · 0 mm)
p = 0 MPa Pressure under plate Cf / (A1 - na π dha2 / 4)
= 0 kN / (210.4 x103 mm² - 4 π (25 mm)2 / 4)
f'cc = 30 MPa Confined concrete compressive strength cl. 10.8 [6CSA A23.3 (2014) Design of concrete structures]
= f'c(A2/A1)0.5 = 30 MPa (210.4 x103 mm² / 210.4 x103 mm²)0.5 ≤ 2 f'c = 2 · 30 MPa = 60 MPa
Crc = 3 487 kN Resistance of concrete in bearing cl. 10.8 [6CSA A23.3 (2014) Design of concrete structures]
= 0.85 φc f'cc B D = 0.85 · 0.65 · 30 MPa (400 mm · 526 mm) mm²
U.F. = 0 % Usage factor Cf / Crc

Cantilevers of the base plate

m = 13.15 mm Plate cantilever in direction of D 0.5 (D - 0.95 dc) [ 2 CISC (2017) Handbook of Steel Construction, 11th Edition AISC (2006) Steel Design Guide 1 : Base Plate and Anchor Rod Design, 2nd Edition ]
= 0.5 (526 mm - 0.95 · 526 mm)
n = 134 mm Plate cantilever in direction of B 0.5 (B - 0.8 bc) [ 2 CISC (2017) Handbook of Steel Construction, 11th Edition AISC (2006) Steel Design Guide 1 : Base Plate and Anchor Rod Design, 2nd Edition ]
= 0.5 (400 mm - 0.8 · 165 mm)
n' = 73.65 mm Fictive plate cantilever for column lightly loaded 0.25 (dc bc)0.5 [4THORNTON, W.A. (1990) Design of Base Plates for Wide Flange Columns - A Concatenation of Methods]
= (dc · Bc)0.5 / 4 = (526 mm · 165 mm)0.5 / 4
K = 0   Coefficient to evaluate λ 4 dcbc / (dc + bc)2 [p / (0.85 φc f'cc)] [4THORNTON, W.A. (1990) Design of Base Plates for Wide Flange Columns - A Concatenation of Methods]
= 4 · 526 mm · 165 mm / (526 mm + 165 mm)2 · [0 MPa/(0.85 · 0.65 · 30 MPa)]
λ = 0   Fictive plate cantilever reduction factor 2 √K / [1 - √(1-K)] ≤ 1.0 [4THORNTON, W.A. (1990) Design of Base Plates for Wide Flange Columns - A Concatenation of Methods]
= min(1.0; 2 · 00.5 / [1 - (1 - 0)0.5) = min(1.0; 0)
L = 134 mm Max plate cantilever max(m, n, λn')

Steel plate

tp,min1 = 0 mm Minimal thickness of plate for resistance φZFyp ≥ Mf → φtp2L/ 4 ≥ pL2/2
= [ 2pL2 / (φsFy)]0.5 = [2 · 0 MPa (134 · 134) mm² / (0.9 · 350 MPa)]0.5
tp,min2 = 26.8 mm Minimal thickness considering deflexion max(m, n) / 5 [ 2 CISC (2017) Handbook of Steel Construction, 11th Edition ]
tp,req = 26.8 mm Required thickness (tp = 19 mm) max(tp,min1, tp,min2)

Liens

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Références

  1. CSA S16 (2014) Design of steel structures
  2. CISC (2017) Handbook of Steel Construction, 11th Edition
  3. AISC (2006) Steel Design Guide 1 : Base Plate and Anchor Rod Design, 2nd Edition
  4. THORNTON, W.A. (1990) Design of Base Plates for Wide Flange Columns - A Concatenation of Methods
  5. BEAULIEU, D. & al. (2010) Calcul des charpentes d'acier, tome II
  6. CSA A23.3 (2014) Design of concrete structures