FEMA P55 Coastal Construction Manual, Fourth Edition - Mad Cad

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Volume II DESIGNING THE BUILDING 9 COASTAL CONSTRUCTION MANUAL Figure 9-24. Two-story masonry wall with wood floor and roof framing Figure 9-25. Steel moment frame with large opening 9-29
9 DESIGNING THE BUILDING Volume II A moment-resisting frame usually resists shear by taking the lateral load into the top of the frame thus creating a moment at the base of the frame. The design professional must design a moment connection at the base between the steel frame and the wood, masonry, or concrete foundation. In residential construction, moment frames are frequently tubular steel. Tubular steel shapes that are close to the size of nominal framing lumber can be selected. This approach alleviates the need for special, timeconsuming methods required to make the steel frame compatible with wood; however, frames made with tubular steel are more difficult to build than frames made with “H” or “WF” flange shapes because all connections in the frame are welded. There are a number of pre-manufactured moment frame products on the market now that have been designed for a variety of lateral forces to fit a variety of wall lengths and heights. 9.2.6 Roof Shape Roof shape, both the structural aspect and the covering, plays a significant role in roof performance. Compared to other types of roofs, hip roofs generally perform better in high winds because they have fewer sharp corners and fewer distinctive building geometry changes. Steeply pitched roofs usually perform better than flat roofs. Figures 9-26 and 9-27 show two types of roofs in areas of approximately similar terrain that experienced the winds of Hurricane Marilyn. The gable roof in Figure 9-26 failed, while the hip roof in Figure 9-27 survived the same storm with little to no damage. Whether the roof is a gabled roof or hip roof, proper design and construction are necessary for successful performance in high-wind events. 9.3 Breakaway Wall Enclosures In Zone V and Coastal A Zones, breaking waves are almost certain to occur simultaneously with peak flood conditions. As breaking waves pass an open piling or column foundation, the foundation experiences cyclic fluid impact and drag forces. The flow peaks at the wave crest, just as the wave breaks. Although the flow creates drag on the foundation, most of the flow under the building is undisturbed. This makes open foundations somewhat resistant to wave actions and pile and column foundations a manageable design. When a breaking wave hits a solid wall, the effect is quite different. When the crest of a breaking wave strikes a vertical surface, a pocket of air is trapped and compressed by the wave. As the air pocket compresses, it exerts a high-pressure burst on the vertical surface, focused at the stillwater level. The pressures can be extreme. For example, a 5-foot wave height can produce a peak force of 4,500 pounds/square foot, roughly 100 times the force caused by a 170-mph wind. These extremely high loads make designing solid foundation walls for small buildings impractical in areas subject to the effects of breaking waves. Prudent design dictates elevating buildings on an open foundation above potential breaking waves. In fact, the 2012 IBC and the 2012 IRC require that new, substantially damaged, and substantially improved buildings in Zone V be elevated above the BFE on an open foundation (e.g., pile, post, column, pier). The 2012 IBC and 2012 IRC prohibit obstructions below elevated buildings but allow enclosures below the BFE as long as they are constructed with insect screening, lattice, or walls designed and constructed to fail under the loads imposed by floodwaters (termed “breakaway walls”). Because such enclosures fail under flood forces, they do not transfer additional significant loads to the foundation. Regulatory requirements and design criteria concerning enclosures and breakaway walls below elevated buildings in Zone V are discussed in FEMA NFIP Technical Bulletin 9 (FEMA 2008a). Additional guidance is contained in Fact 9-30 COASTAL CONSTRUCTION MANUAL
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Coastal Construction Manual Princip
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All illustrations in this document
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PREFACE Volume II Chapter 8 - Site-
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1 CHAPTER TITLE Contents COASTAL CO
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Volume II CONTENTS Chapter 9. Desig
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Volume II CONTENTS Chapter 11. Desi
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Volume II CONTENTS 12.5 Water and W
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Volume II CONTENTS 15.4.1 Evaluatin
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Volume II CONTENTS Figure 9-10. Roo
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Volume II CONTENTS Figure 11-3. Hou
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Volume II CONTENTS Figure 11-47. Da
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Volume II CONTENTS Chapter 15 Figur
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Volume II CONTENTS Table 10-9. Adva
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Volume II CONTENTS Example 8.4. Flo
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1 CHAPTER TITLE COASTAL CONSTRUCTIO
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Volume II PRE-DESIGN CONSIDERATIONS
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12 INSTALLING MECHANICAL EQUIPMENT
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13 CONSTRUCTING THE BUILDING Volume
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14 MAINTAINING THE BUILDING Volume
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Volume II RETROFITTING BUILDINGS FO
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1 CHAPTER TITLE Acronyms COASTAL CO
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Volume II ACRONYMS H HMA Hazard Mit
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Volume II ACRONYMS T TMS The Masonr
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GLOSSARY Volume II Basement - Under
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GLOSSARY Volume II Conditions Great
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GLOSSARY Volume II F Federal Emerge
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GLOSSARY Volume II G Gabion - Rock-
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GLOSSARY Volume II Location - The l
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GLOSSARY Volume II O Open foundatio
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GLOSSARY Volume II Risk tolerance -
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GLOSSARY Volume II safe living cond
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GLOSSARY Volume II Z Zone A - Under
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INDEX Volume II Building envelope,
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INDEX Volume II stillwater flood de
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INDEX Volume II Floodborne debris d
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INDEX Volume II I IBHS (see Insuran
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INDEX Volume II date of constructio
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INDEX Volume II Seawall, 7-7, 7-17,
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INDEX Volume II velocity pressure,
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FEMA P55 Coastal Construction Manual, Fourth Edition - Mad Cad

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