University of Alaska Building 7 Report

Page 27

Figure 1.9 WTC 7 steel frame building geometry prior to its collapse (FEMA, 2002). The UAF research team reviewed the steel erection drawings of WTC 7 in order to develop our simulation of the building prior to its collapse. These drawings included plan views showing the framing for 47 stories as well as numerous details related to the construction methods used for each floor. We then carefully prepared the geometry of the virtual structure two floors at a time using AutoCAD. The digital drawings were checked against the steel erection drawings by all members of the research team to ensure quality control. The quality control-checked digital AutoCAD geometry was then imported into the latest versions of both SAP2000 and ABAQUS, which are finite element programs. The two finite element programs were used to simulate and study the building’s structural response to various load conditions. Each program was used by a different researcher and the results were compared. Figure 1.10 shows the framing plan view for Floors 12 and 13. The drawings are difficult to read because of the number of framing members shown on the drawing. Figure 1.11 shows a 14


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REFERENCES

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pages 124-125

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

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page 121

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

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2.7 Summary and Conclusion

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

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pages 93-95

Table 2.3 Comparison of UAF and NIST Modeling

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page 87

4.6 Results of Core Column/Exterior Column Failure Analysis

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2.6.2 ABAQUS Analysis

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pages 81-85

3.2.3 Lateral Support Beams Prevent Beam Buckling

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pages 96-99

2.6.1 SAP2000 Thermal Deformation Analysis

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pages 77-80

Figure 2.36 Modeling process for a beam to girder shear connector, “STC.”

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Table 2.1 Column loading for the Floor 12 and 13 assembly

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page 57

Figure 2.21 SAP2000 model of entire WTC 7 without roof

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Figure 2.24 Column number layout of Floor 13 (NIST, 2008, NCSTAR 1A

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Figure 2.26 Small section of typical floor slab of WTC 7 with finer meshing

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Figure 2.29 Plan View: Model of floor slabs in strong direction (parallel to flutes

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Figure 2.46 Seated moment connection of exterior girders to exterior columns ABAQUS model

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2.2 Solid Works Modeling

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page 45

2.1.3 Background Studies

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1.5.3 Approach 3: Simulating the Collapse of WTC 7

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Figure 2.5 Area of floor where connection failure was modeled by NIST

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1.5.2 Approach 2: Evaluation of NIST’s Collapse Initiation Hypothesis

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page 35

Figure 2.6 Progressive collapse separated into two parts

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page 44

Figure 2.3 Approach used to model buckled beams in LS-DYNA model (NIST, 2008, NCSTAR 1-9, Vol. 2

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pages 41-42

1.4.3 Arup and Nordenson, April 2010

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Figure E.3 Finite Element Model of WTC7 in SAP2000, as viewed from the south

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Figure 1.6 WTC 7 was in free fall for approximately 2.25 seconds over a distance of approximately 8 stories or 32.0 meters (NIST, 2008, NCSTAR 1A

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EXECUTIVE SUMMARY

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page 14

2.2 Hypothetical Failure Mechanisms for West Penthouse and North Face Roofline

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pages 17-19

Figure 1.4 WTC 7 tenants on September 11, 2001 (FEMA, 2002

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Figure 1.9 WTC 7 steel frame building geometry prior to its collapse (FEMA, 2002

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Figure 1.5 The collapse of WTC 7 at 5:20 PM (source unknown

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page 24

1.4.2 National Institute of Standards and Technology, November 2008

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page 30
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