# 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

Table 1.
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

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
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 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            |
|----------------------------------------------------------------------------------|