# Example F.6 HSS flexural member with compact flanges

The results are generated with SDC Verifier 3.7.1 and calculated with FEMAP v11.0.0. The example was calculated in American unit system.

**Note: **Maximum deflection and beam selection has not implemented yet in SDC Verifier.

**Task: **Select a square ASTM A500 Grade B HSS beam to span 7.5 ft. The loads are a uniform dead load of 0.145 kip/ft and a uniform live load of 0.435 kip/ft. Limit the live load deflection to L/240. The beam is continuously braced.

**Solution:**

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

ASTM A500 Grade B

F_{y} = 46 ksi

F_{u} = 58 ksi

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

*Minimum Required Moment of inertia*

Determine the minimum required *I* as follows.

*Beam Selection*

Select an HSS with a minimum l_{x} of 2.85 in^{4}.,using AISC Manual Table 1-12, and having adequate available strength, using AISC Manual Table 3-13.

Try an HSS 3½×?.

From AISC Manual Table 1-12, l_{x} = 2.90 in^{4} > 2.85 in^{4}**o.k.**

From AISC Manual Table 3-13, the available flexural strength is:

Units which were used in calculation:

1 kip = 1000 lb

1 ft = 12 in

1 ksi = 1000 psi (lb/in^2)

#### Example from AISC Design Examples

**Material summary**

**Properties Summary**

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

Height | 3.50 |

Width | 3.50 |

h | 3.50 |

b | 3.50 |

d | 0.12 |

### FEM Loads and Constraint

#### 1..Loads

### Constraint

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

#### Individual Load ‘1..Loads.Constraint’

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

Download SDC Verifier project file, model and report of Example F.6