V. CSA S16-19 - Short Column Compression
Determine the capacity of a short column per the CSA S16-19 code.
Details
A Canadian W250x73 section is used for a pedestal with a height of 1.1 m. The axial load is 1,000 kN in compression. The steel is grade 350W.
Section Properties
- D = 253 mm
- B = 254 mm
- tw = 8.6 mm
- tf = 14.2 mm
- Ag = 9,280 mm2
- Ix = 113×106 mm4
- Iy = 38.8×106 mm4
- J = 575,000 mm4
- Cw = 553×109 mm6
Material Properties
- Fy = 350 MPa
- Fu = 450 MPa
- E = 205,000 MPa
- G = 76,920 MPa
Calculations
Calculations
Section Classification
bel = B / 2 = 83.5 mm
h = D - 2×tf = 291.6 mm
Compression section classification per Table 1
- Flange classification:
- Web classification about major axis:
Therefore, the section is Class 1 for compression.
Column Capacity
Assume K = 1.0,
Elastic buckling stress:
Per Cl. 13.3.1, n = 1.34 (Group 2 W shape):
Flexural Torsional Buckling
Take the minimum of Fex , Fey , and Fez as FFTB :
FFTB = Fez = 6,382 MPa
Ratio = 1,000 / 2,879 = 0.347
Results
| Criteria | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| λx | 0.131 | 0.131 | none | |
| Fex (MPa) | 20,360 | 20,360.98 | negligible | |
| Crx (kN) | 2,914 | 2,910 | negligible | |
| λy | 0.224 | 0.224 | none | |
| Fey (MPa) | 6,991 | 6,991,204 | negligible | |
| Cry (kN) | 2,884 | 2,880 | negligible | |
| λFTB | 0.234 | 0.234 | none | |
| FFTB (MPa) | 6,382 | 6,381.727 | negligible | |
| CFTB (kN) | 2,879 | 2,880 | negligible | |
| Critical ratio | 0.347 | 0.347 | none |
Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples \Verification Models\09 Steel Design\Canada\CSA S16-19 - Short Column Compression.STD is typically installed with the program.
STAAD
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-Sep-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 1.1 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.92
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
*STRENGTH FY 350000 FU 450000 RY 1.5 RT 1.2
G 7.692e+07
END DEFINE MATERIAL
MEMBER PROPERTY CANADIAN
1 TABLE ST W250X73
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
2 FY -1000
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PRINT SUPPORT REACTION ALL
PARAMETER 1
CODE CANADIAN 2019
FYLD 350000 ALL
FU 450000 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
Output
STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0)
***********************************************
ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted
|--------------------------------------------------------------------------|
| MEMBER NO.: 1 SECTION:ST W250X73 (CANADIAN SECTIONS)|
| STATUS: PASS CRITICAL RATIO: 0.347 LOADCASE 1 |
| LOCATION: 0.00 CRITICAL CONDITION: Cl. 13.8.2 |
|--------------------------------------------------------------------------|
| STRENGTH CHECK SUMMARY |
| CRITICAL RATIO: 0.347(PASS) LOAD CASE: 1 |
| LOCATION : 0.00 CONDITION: Cl. 13.8.2 |
|--------------------------------------------------------------------------|
| DESIGN FORCES LC: 1 LOC: 0.00 |
| FX: 1000.00(C) FY: 0.00 FZ: 0.00 |
| MX: 0.000E+00 MY: 0.000E+00 MZ: 0.000E+00 |
|--------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00) UNIT: CM |
| AXX: 92.800 AZZ: 72.136 AYY: 21.758 |
| IXX: 57.500 IZZ: 11300.001 IYY: 3880.000 |
| PZZ: 985.000 PYY: 463.000 |
| SZZ: 893.281 SYY: 305.512 CW : 552900.312 |
|--------------------------------------------------------------------------|
| MATERIAL PROPERTIES UNIT: N MM |
| FYLD: 350.000 FU: 450.000 E: 204999.984 G: 76920.000 |
|--------------------------------------------------------------------------|
| DESIGN PARAMETERS |
| ACTUAL MEMBER LENGTH: 1.100 LZ: 1.100 LY: 1.100 |
| KZ: 1.000 KY: 1.000 NSF: 1.000 SLF: 1.000 |
|--------------------------------------------------------------------------|
| SECTION CLASS |
| COMPRESSION : Class 1 |
| FLEXURE MAJOR MINOR |
| SECTION : Class 2 Class 2 |
| FLANGE : Class 2 Class 2 |
| WEB (CRITICAL) : Class 1 |
|==========================================================================|
| SLENDERNESS |
| ACTUAL SLENDERNESS RATIO : 17.012 LC : 1 |
| ALLOWABLE SLENDERNESS RATIO: 200.000 LOC : 0.00 |
|--------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 6
STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0)
***********************************************
ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted
Member : 1 Contd.
|--------------------------------------------------------------------------|
| CHECKS FOR AXIAL TENSION |
|--------------------------------------------------------------------------|
| YIELDING |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| 0.00E+00 2.92E+03 0.000 Cl. 13.2 1 0.000 |
| RUPTURE |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| 0.00E+00 3.13E+03 0.000 Cl. 13.2 1 0.000 |
|--------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|--------------------------------------------------------------------------|
| FLEX BUCKLING |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| MAJOR: 1.00E+03 2.91E+03 0.343 Cl. 13.3 1 0.000 |
| MINOR: 1.00E+03 2.88E+03 0.347 Cl. 13.3 1 0.000 |
| INTERMEDIATE RESULTS: |
| Ag:(CM) Fe:(N MM) λ: n: KL/r: |
| MAJOR: 92.800 20360.980 0.131 1.34 9.968 |
| MINOR: 92.800 6991.204 0.224 1.34 17.012 |
|--------------------------------------------------------------------------|
| FLEXURAL TORSIONAL BUCKLING |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| 1.00E+03 2.88E+03 0.347 Cl. 13.3 1 0.000 |
| INTERMEDIATE RESULTS: |
| Ag:(CM) 92.800 Fe:(N MM) 6381.727 λ: 0.234 n: 1.34 |
|--------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|--------------------------------------------------------------------------|
| SHEAR ALONG Y AXIS |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| 0.00E+00 4.52E+02 0.000 Cl. 13.4.1.1 1 0.000 |
| INTERMEDIATE RESULTS: |
| Aw:(CM) Kv: Ka: Fcri:(N MM) Fcre:(N MM) Fs:(N MM) |
| 21.758 5.552 0.224 489.474 1465.103 231.000 |
|--------------------------------------------------------------------------|
| SHEAR ALONG Z AXIS |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| -0.00E+00 1.36E+03 0.000 AISC G2-1 1 0.000 |
| INTERMEDIATE RESULTS: |
| Aw:(CM) |
| 72.136 |
|--------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 7
STAAD.PRO CODE CHECKING - CSA S16-19 (v1.0)
***********************************************
ALL UNITS ARE IN KN MET UNLESS OTHERWISE Noted
Member : 1 Contd.
|--------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|--------------------------------------------------------------------------|
| YIELDING ALONG MAJOR AXIS |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| -0.00E+00 3.103E+02 0.000 Cl. 13.5(a) 1 0.000 |
| INTERMEDIATE RESULTS: Mp: 3.45E+02 Se(CM): 0.00E+00 My: 0.00E+00|
|--------------------------------------------------------------------------|
| YIELDING ALONG MINOR AXIS |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| 0.00E+00 1.458E+02 0.000 Cl. 13.5(a) 1 0.000 |
| INTERMEDIATE RESULTS: Mp: 1.62E+02 Se(CM): 0.00E+00 My: 0.00E+00|
|--------------------------------------------------------------------------|
| LATERAL TORSIONAL BUCKLING (MAJOR AXIS) |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| -0.00E+00 3.103E+02 0.000 Cl. 13.6(a)(i) 1 0.000 |
| INTERMEDIATE RESULTS: |
| Iyc(CM): w 2: w 3: b x(CM): Mu: rt: Myr: Lu: Lyr: |
| 0.00E+00 2.50 0.00 0.00 1.982E+04 0.00 0.00E+00 0.00 0.00|
|--------------------------------------------------------------------------|
| CHECKS FOR INTERACTION |
|--------------------------------------------------------------------------|
| FLEXURE AND AXIAL TENSION |
| RATIO: CRITERIA: LC: LOC: Tf: Tr: |
| C/S STRENGTH : 0.000 Cl. 13.9.2 1 0.00 0.00E+00 2.92E+03 |
| Mfz: Mfy: Mrz: Mry: |
| C/S STRENGTH : -0.00E+00 0.00E+00 3.10E+02 1.46E+02 |
|--------------------------------------------------------------------------|
| FLEXURE AND AXIAL COMPRESSION |
| RATIO: CRITERIA: LC: LOC: Cf: Cr: |
| C/S STRENGTH : 0.342 Cl. 13.8.2 1 0.000 1.00E+03 2.92E+03 |
| MEMBER STRENGTH: 0.347 Cl. 13.8.2 1 0.000 1.00E+03 2.88E+03 |
| LTB STRENGTH : 0.347 Cl. 13.8.2 1 0.000 1.00E+03 2.88E+03 |
| Mfz: Mfy: Mrz: Mry: w 1z: w 1y: |
| C/S STRENGTH : -0.00E+00 0.00E+00 3.10E+02 1.46E+02 0.60 0.60 |
| MEMBER STRENGTH: -0.00E+00 0.00E+00 3.10E+02 1.46E+02 0.60 0.60 |
| LTB STRENGTH : -0.00E+00 0.00E+00 3.10E+02 1.46E+02 0.60 0.60 |
| b : Cez: Cey: U1z: U1y: |
| C/S STRENGTH : 0.69 1.89E+05 6.49E+04 1.00 1.00 |
| MEMBER STRENGTH: 0.69 1.89E+05 6.49E+04 1.00 1.00 |
| LTB STRENGTH : 0.69 1.89E+05 6.49E+04 1.00 1.00 |
|--------------------------------------------------------------------------|
| SHEAR CAPACITY MODIFICATION ( SHEAR AND FLEX ) |
| FORCE: CAPACITY: RATIO: CRITERIA: LC: LOC: |
| 0.00E+00 4.523E+02 0.000 Cl. 14.6 1 0.000 |
|--------------------------------------------------------------------------|
| BIAXIAL FLEXURE |
| RATIO: CRITERIA: LC: LOC: Mfz: Mrz: Mfy: Mry: |
| 0.000 Cl. 13.8 1 0.00 -0.00E+00 3.10E+02 0.00E+00 1.46E+02 |
|==========================================================================|
STAAD SPACE -- PAGE NO. 8