# Example D.5 Round HSS tension member

The results of tensile yielding and recommended slenderness limit calculation according to SDC Verifier and Design Examples of AISC (official version 14.1) are compared. The goal is to test SDC Verifier and reach valid results according to Specification for Structural Steel Buildings (ANSI/AISC 360-10 chapter D).

The results are generated with SDC Verifier 3.6 and calculated with FEMAP v11.0.0

**Task:**

Verify the tensile strength of an HSS6×0.500, ASTM A500 Grade B, with a length of 30 ft. The member is carrying a dead load of 40 kips and a live load of 120 kips in tension. Assume the end connection is a fillet welded ½-in. thick single concentric gusset plate with a weld length of 16 in. Assume that the gusset plate and weld are satisfactory.

**Solution**

From AISC Manual Table 2-4, the material properties are as follows:

ASTM A500 Grade B

F_{y} = 42 ksi

F_{u} = 58 ksi

From AISC Manual Table 1-13, the geometric properties are as follows:

HSS6×0.500

A_{g} = 8.09 in.^{2}

r_{y} = 1.96 in.

t = 0.465 in.

From Chapter 2 of ASCE/SEI 7, the required tensile strength is:

*Tensile Yielding*

Check tensile yielding limit state using AISC Manual Table 5-6.

*Check Recommended Slenderness Limit*

=184 < 300 from AISC *Specification* Section D1 **o.k.**

All units of measurement were chosen according to British metric system (lb, in, lb/in^3, lb/in^2).

Material used is A500 Grade B with mass 826.69, Gravity Center = 180.00; 0.00; 0.00 and property HSS6x0.500

Geometry Property | Value |
---|---|

Height | 6.00 |

Width | 6.00 |

r | 3.00 |

d | 0.47 |

#### Example from AISC Design Examples

From AISC Manual Table 1-13, the geometric properties are as follows:

HSS6×0.500

A_{g} = 8.09 in.^{2}

r_{y} = 1.96 in.

t = 0.465 in.

### FEM Loads and Constraint

#### 1..Dead load 40 kips

Definition Title | Load Type | Applied on | Value(s) |
---|---|---|---|

1..Force on Node | Force | Node: 11 | (40000;0;0) |

#### 3..Live load 120 kips

Definition Title | Load Type | Applied on | Value(s) |
---|---|---|---|

1..Force on Node | Force | Node: 11 | (120000;0;0) |

#### Constraint

Definition | Count | Type (DOF) |
---|---|---|

1..Fixed | 1 node(s) | Tx Ty Tz Rx Ry Rz |

2..Costraint on Node | 1 node(s) | Ty Tz Rx Ry Rz |

### Check 1..ANSI / AISC LRFD 360-10

#### Slenderness check

**All (LS1, 18 Property Shape(s))**

*Check Recommended Slenderness Limit*

#### Axial Check

**All (LS1, 17 Property Shape(s))**

From Chapter 2 of ASCE/SEI 7, the required tensile strength is:

*Tensile Yielding*

Check tensile yielding limit state using AISC Manual Table 5-6.

Comparing results of calculation in SDC Verifier and in Example D.5 we can see that values completely match. Tensile yielding stress is 306 kips > required tensile stress is 240 kips. Slenderness ratio Z is 184 < maximum slenderness limit for members in tension is 300 (AISC 360-10 chapter D.1).

Download SDC Verifier project file, model, and report of Example D.5