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Appendix C: Damage to Metal Buildings
Pages 112-121

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From page 112...
... Since these forces include the effect of wind, the allowable stresses would probably have been increased by one-third and may have led the designer to consider the net downward load as the critical loading case. Using the present version of the Standard Building Code, these bar joists should have been designed on the basis of 32 lb/ft2 for normal internal pressure, or 40 lb/ft2 if the designer had recognized the danger of window damage.
From page 113...
... Another interesting feature at the shopping center was the failure of an unreinforced masonry wall in an area of high suction between two buildings. Unreinforced block walls 18 to 20 ft high are often found in this type of shopping center.
From page 114...
... Perhaps the most important factor that sets the preengineered metal building apart from the other forms of low-rise construction is the manner in which the product is engineered, fabricated, marketed, sold, and erected. Early on, the industry developed a method of doing business in which the building is sold, not directly to a customer, but through a franchised builder who usually acts as a general contractor providing erection service as well.
From page 115...
... Adding these increases to the usually permitted one-third increase in allowable stress for load combinations including wind effects clearly uses up any normal factor of safety. Although the majority of the thousands of metal buildings affected by Elena performed adequately, overhead door failures sometimes leading to progressive failures of roofs and walls were much too common in even relatively new construction (Figure C-1~.
From page 116...
... for the metal building industry constitutes the best available source of design information to address this all too common problem. Damage to SteellMasonry Facade Interface To achieve desired aesthetic effects, architects use masonry, wood, glass, aluminum, and copper to clad metal building systems.
From page 117...
... FIGURE C-3 Brick veneer stripped from metal building by high suction pressures.
From page 118...
... The designer is hampered in this approach because current methods of analyzing building behavior to predict drift do not properly account for diaphragm and frame interaction of the roof and wall assemblages. In all probability, for example, the building shown in Figure C-S would have behaved essentially as a box, shear-wall structure with the stiff roof diaphragm distributing lateral loads directly to the end walls.
From page 119...
... End Bay Failures A serious deficiency in some buildings designed in accordance with the earlier codes concerns the combined loading effects on strut purling, as depicted in Figure C-6. The purling must be capable of transferring the axial loads generated by wind action on the end walls of the building, in addition to resisting the high, localized bending loads produced as a result of suction on the roof surfaces.
From page 120...
... 30 _7_ _ -39 48 -24 _ -66 -75 _ +27 +27 __ +26 +27 ~ 35 -31 -43 _ S8C.1965 -31 FIGURE C-7 Metal building system in Pascagoula. Failure due to buckling of strut purlins under combined bending and axial loading.
From page 121...
... Building codes in use throughout the United States do not prescribe the actual combination of loads to be used in the design of strut purling. This is because the appropriate data base has not yet been established from wind tunnel tests.


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