V. IS 800 2007 LSD - Angle - Tension with Block Shear
Verify the design of a single angle subject to tension per the IS 800:2007 limit state method.
BIS. IS 800: General Construction in Steel - Code of Practice. 2007. Bureau of Indian Standards. New Delhi.
Details
The member is a 3 m long cantilever subject to a 100 kN tensile force. The section used is a ISA 150x90x15. The steel has a yield strength of 250 MPa, an ultimate tensile strength of 420 MPa, and a modulus of elasticity of 205×(10)3 MPa.
Validation
Constants
- γm0 = 1.1
- γm1 = 1.25
Check for yielding of gross section per Cl. 6.2:
| Tdg = Ag × fy / γm0 = 770.5 kN | (Cl 6.2) |
Check for rupture of critical section per Cl 6.3:
α = 0.8
The net section factor is given as 0.79.
Anet = 0.79 × 33.9 cm2 = 26.8 cm2
| Tdn = α × Anet × fu / γm1 = 719.9 kN | (Cl 6.3) |
Check for block shear per Cl 6.4.1:
- The minimum net area in shear along a bolt line parallel to the external force, Avn = 2,040 mm2 .
- The minimum gross area in shear along a bolt line parallel to the external force, Avg = 3,525 mm2 .
- The minimum net area in tension of the angel between the bolt hole and toe or end bolt line, normal to the line of force Atn = 570 mm2 .
- The minimum gross area in tension of the angel between the bolt hole and toe or end bolt line, normal to the line of force Atg = 675 mm2 .
Then tension capacity in block shear, Tdb = min(Tdb_1, Tdb_2) = 509.6 kN
Tension capacity, Td = min(Tdg, Tdn, Tdb) = 509.6 kN
The critical ratio for tension is 100 kN / 509.6 kN = 0.196
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Tension capacity, gross yielding (kN) | 770.5 | 770.455 | negligible | |
| Tension capacity, rupture of critical section (kN) | 719.9 | 719.873 | negligible | |
| Tension capacity, block shear (kN) | 509.6 | 509.574 | negligible | |
| Ratio for tension | 0.196 | 0.196 | none |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\India\IS 800 2007 LSD - Angle - Tension with Block Shear.STD is typically installed with the program.
The following design parameters are used:
- The default value of ALPHA is used.
- The net section factor is specified by NSF 0.79
- The areas considered in the block rupture calculation are specified by:
- AVN 2040
- AVG 3525
- ATN 570
- ATG 675
- The beam type is a cantilever, specified by CAN 1
- The beam is laterally unsupported, specified by LAT 0
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 05-Jun-2020
END JOB INFORMATION
*****************************************************************************
*This problem has been created to validate the program calculated design
*results of a single angle section subjected to Axial Tension,
*designed using IS 800 2007 (LSD)
*****************************************************************************
INPUT WIDTH 79
SET SHEAR
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 3 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
1 TABLE ST ISA150X90X15
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
2 FX 100
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE IS800 LSD
AVN 2040 ALL
AVG 3525 ALL
ATN 570 ALL
ATG 675 ALL
CAN 1 ALL
LAT 0 ALL
NSF 0.79 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.2) **************************************************** |----------------------------------------------------------------------------------| | Member Number: 1 | | Member Section: ST ISA150X90X15 (INDIAN SECTIONS) | | Status: PASS Ratio: 0.389 Critical Load Case: 1 Location: 0.00 | | Critical Condition: Slenderness (Tension) | | Critical Design Forces: (Unit: KN METE) | | FX: -100.000E+00 T FY: 0.000E+00 FZ: 0.000E+00 | | MX: 0.000E+00 MY: 0.000E+00 MZ: 0.000E+00 | |----------------------------------------------------------------------------------| | Section Properties: (Unit: CM ) | | AXX: 33.900E+00 IZZ: 126.274E+00 RZZ: 1.930E+00| | AYY: 22.500E+00 IYY: 848.279E+00 RYY: 5.002E+00| | AZZ: 13.500E+00 IXX: 25.425E+00 CW: 323.921E+00| | ZEZ: 33.333E+00 ZPZ: 53.497E+00 | | ZEY: 84.935E+00 ZPY: 148.166E+00 | |----------------------------------------------------------------------------------| | Slenderness Check: (Unit: KN METE) | | Actual Length: 3.000E+00 | | Parameters: LZ: 3.000E+00 LY: 3.000E+00 | | KZ: 1.000 KY: 1.000 | | Actual Ratio: 155.44 Allowable Ratio: 400.00 LOAD: 1 | |----------------------------------------------------------------------------------| | Section Class: Semi-Compact; Flange Class: Semi-Compact; Web Class: Semi-Compact| |----------------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.2) **************************************************** |----------------------------------------------------------------------------------| | Member Number: 1 | | Member Section: ST ISA150X90X15 (INDIAN SECTIONS) | |----------------------------------------------------------------------------------| | Tension: (Unit: KN METE) | | Parameters: FYLD: 250.000E+03 FU: 420.000E+03 | | NSF: 0.790 ALPHA: 0.800 | | AVG: 3525.00 AVN: 2040.00 ATN: 675.00 ATG: 570.00 | | Yielding : Design Force: 100.000E+00 LC: 1 | | Capacity: 770.455E+00 As per: Sec. 6.2 | | Rupture : Design Force: 100.000E+00 LC: 1 | | Capacity: 719.873E+00 As per: Sec. 6.3 | | Block Shear: Design Force: 100.000E+00 LC: 1 | | Capacity: 509.574E+06 As per: Sec. 6.4 | |----------------------------------------------------------------------------------| | Compression: (Unit: KN METE) | | Buckling Class: Major: c Minor: c As per:Cl. 7.1.2.2 | | Major Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 | | Capacity: 574.159E+00 As per: Sec. 7.1.2 | | Minor Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 | | Capacity: 193.342E+00 As per: Sec. 7.1.2 | |----------------------------------------------------------------------------------| | Shear: (Unit: KN ) | | Major Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 | | Capacity: 177.142E+00 As per: Sec. 8.4 | | Minor Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 | | Capacity: 295.236E+00 As per: Sec. 8.4 | |----------------------------------------------------------------------------------| | Bending: (Unit: KN METE) | | Parameters: Laterally Unsupported KX: 1.00 LX: 3.000E+00 Cantilever | | Major Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 | | Capacity: 17.656E+00 As per: Sec. 8.2.2 | | Minor Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 | | Capacity: 6.323E+00 As per: Sec. 8.2.1.2 | |----------------------------------------------------------------------------------| | Combined Interaction: | | Parameters: PSI: 1.00 CMX: 0.900 CMY: 0.900 CMZ: 0.900 | | Section Strength: Ratio: 0.139 As per: Sec. 9.3.1.3 | | LC: 1 Loc: 0.000 | |----------------------------------------------------------------------------------| | Checks Ratio Load Case No. Location from Start( METE) | | | | Tension 0.139 1 0.000E+00 | | Compression 0.000 0 0.000E+00 | | Shear Major 0.000 0 0.000E+00 | | Shear Minor 0.000 0 0.000E+00 | | Bend Major 0.000 0 0.000E+00 | | Bend Minor 0.000 0 0.000E+00 | | Sec. 9.3.1.3 0.139 1 0.000E+00 | |----------------------------------------------------------------------------------|