2.7 Summary and Conclusion

from University of Alaska Building 7 Report

3.2.2 Girder A2001 Web Stiffeners Prevent Flange Failure and Girder Walk-off

Figure 2.66 Transverse displacement at the end of A2001 using the NIST assumptions.

2.7 Summary and Conclusion

During our study, we examined local structural response of WTC 7 to fire loading at Floor 13. Table 2.3 shows a comparison of the steps we took in our modeling in order to accurately simulate the building’s behavior. The table attempts to illustrate the comprehensive methodology used versus that used in the NIST investigation. For example, the building had several different connections (seven different connections) between beams and girders, and girders and columns. These were carefully examined to ensure we modeled the connections to simulate how the building was built; NIST however only modeled some of the connections (see Table 2.3). We modeled the exterior framing by finding the stiffness of the connecting springs; NIST assumed under thermal loading that the exterior framing was rigid.

2.7 Summary and Conclusion

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3.2.2 Girder A2001 Web Stiffeners Prevent Flange Failure and Girder Walk-off

2.7 Summary and Conclusion

More articles from this publication:

3.2.2 Girder A2001 Web Stiffeners Prevent Flange Failure and Girder Walk-off

Table 2.3 Comparison of UAF and NIST Modeling

4.6 Results of Core Column/Exterior Column Failure Analysis

2.6.2 ABAQUS Analysis

3.2.3 Lateral Support Beams Prevent Beam Buckling

2.6.1 SAP2000 Thermal Deformation Analysis

REFERENCES

Figure 4.20 Velocity comparison between Chandler measurement (green plotted line) and UAF simulation (red plotted line). Bold green trend line illustrates free fall

Figure 4.17 (a) Comparison of simulated collapse to perspective 1; (b) comparison of simulated collapse to perspective 2

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University of Alaska Building 7 Report