47.5 MB - The Whole Building Design Guide

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avoid blow-off. Stainless steel or hot-dip galvanized nails or screwsare recommended. Since ASCE 7 does not provide guidance forload determination, professional judgment in specifying attachmentis needed.3.3.3.4 Roof SystemsBecause roof covering damage has historicallybeen the most frequent and the costliesttype of wind damage, special attention needsto be given to roof system design. See Section3.4.3.4 for additional information pertainingto critical facilities located in hurricaneproneregions, and Section 3.5 for criticalfacilities located in tornado-prone regions.For further general information on roofsystems, see the National Institute ofBuilding Sciences’ Building EnvelopeDesign Guide (www.wbdg.org/design/envelope.php).Code RequirementsThe IBC requires the load resistance of the roof assembly tobe evaluated by one of the test methods listed in IBC’s Chapter15. Design professionals are cautioned that designs that deviatefrom the tested assembly (either with material substitutions orchange in thickness or arrangement) may adversely affect thewind performance of the assembly. The IBC does not specify aminimum safety factor. However, for the roof system, a safetyfactor of 2 is recommended. To apply the safety factor, dividethe test load by 2 to determine the allowable design load.Conversely, multiply the design load by 2 to determine the minimumrequired test resistance.For structural metal panel systems, the IBC requires test methodsUL 580 or ASTM E 1592. It is recommendedthat design professionals specify use of E1592, because it gives a better representationof the system’s uplift performance capability.The roof of the elevator penthouse mustpossess adequate wind and waterresistance to ensure continuity of elevatorservice. It is recommended that asecondary roof membrane, as discussedin Section 3.3.3.3, be specified over theelevator penthouse roof deck.MAKING CRITICAL FACILITIES SAFE FROM High Wind3-71
Load ResistanceFM Global (FMG) is the name of theFactory Mutual Insurance Company and itsaffiliates. One of FMG’s affiliates, FactoryMutual Research (FMR) provides testingservices, produces documents that can beused by designers and contractors, anddevelops test standards for constructionproducts and systems. FMR evaluatesroofing materials and systems for resistanceto fire, wind, hail, water, foot traffic andcorrosion. Roof assemblies and componentsare evaluated to establish acceptable levelsof performance. Some documents andactivities are under the auspices of FMGand others are under FMR.Specifying the load resistance is commonly done by specifying aFactory Mutual Research (FMR) rating, such as FM 1-75. The firstnumber (1) indicates that the roof assembly passed the FMR testsfor a Class 1 fire rating. The second number (75) indicates the upliftresistance in pounds per square foot (psf) that the assemblyachieved during testing. With a safety factor of two this assemblywould be suitable for a maximum design uplift load of 37.5 psf.The highest uplift load occurs at the roof corners because ofbuilding aerodynamics as discussed in Section 3.1.3. The perimeterhas a somewhat lower load, while the field of the roof has thelowest load. FMG Property Loss Prevention Data Sheets are formattedso that a roof assembly can be selected for the field of theroof. For the perimeter and corner areas, FMGData Sheet 1-29 provides three options: 1) usethe FMG Approval Guide listing if it includesa perimeter and corner fastening method; 2)use a roof system with the appropriate FMG Approvalrating in the field, perimeter, and corner,in accordance with Table 1 in FMG Data Sheet1-29; or 3) use prescriptive recommendationsgiven in FMG Data Sheet 1-29.When perimeter and corner uplift resistancevalues are based on a prescriptive method ratherthan testing, the field assembly is adjusted tomeet the higher loads in the perimeter and cornersby increasing the number of fasteners ordecreasing the spacing of adhesive ribbons bya required amount. However, this assumes thatthe failure is the result of the fastener pullingout from the deck, or that the failure is in the vicinityof the fastener plate, which may not be the case. Also, theincreased number of fasteners required by FMG may not be sufficientto comply with the perimeter and corner loads derived fromthe building code. Therefore, if FMG resistance data are specified,it is prudent for the design professional to specify the resistance foreach zone of the roof separately. Using the example cited above,if the field of the roof is specified as 1-75, the perimeter would bespecified as 1-130 and the corner would be specified as 1-190.3-72 MAKING CRITICAL FACILITIES SAFE FROM High Wind
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Risk Management SeriesDesign Guidef
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Any opinions, findings, conclusions
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ational during and after a major di
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TARGET AUDIENCEThis manual describe
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Appendix A contains a list of acron
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Forster, FEMA; David Godschalk, Uni
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Chapter 2- Making Critical faciliti
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2.4.6 Utility Installations .......
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4.4.8 Utility Plumbing Systems.....
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avoid them when feasible. In cases
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It then crossed Florida into the Gu
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Figure 1-2: Mississippi coast SLOSH
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isks for the facility at the propos
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m Appoint a building program manage
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-Figure 1-3: Process flow chart for
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hazards, usually refers to a buildi
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occurrence during a specified time
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ut is moderate overall. Some hazard
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words, the acceptable performance o
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prior to the onset of this level of
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1.4 REFERENCESAmerican Society of C
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MAKING CRITICAL FACILITIES SAFE FRO
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m Land subsidence, which increases
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valley or the presence of obstructi
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2.1.1.1 Probability of Occurrence o
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year, a very low probability flood
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m FIRMs and Flood Insurance Studies
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Figure 2-3: Riverine flood hazard z
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have been prepared by the U.S. Army
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ABFEs represent the best estimate o
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The following characteristics that
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Figure 2-7 shows the general relati
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2.1.2.5 Hydrodynamic LoadsWater flo
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stillwater depth) and that waves pr
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Debris velocity: The velocity of th
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The most convincing evidence of the
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2.1.3.2 Summary of the NFIP Minimum
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complished through a State permit,
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Developed through a consensus proce
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2.2 CRITICAL FACILITIES EXPOSED TOF
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listed includes health hazards, los
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overview on performance-based desig
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Figure 2-12:Katrina’s storm surge
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Buoyancy and uplift: If below-grade
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acceptable, depending on the type o
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Metal components: Metal structural
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Emergency power generators: Generat
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Office records and police files: Wh
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2.3 REQUIREMENTS AND BESTPRACTICES
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terior drainage (on the land side);
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Slab-on-grade foundation on structu
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and debris and ice impact loads. Fl
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are capable of withstanding direct
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pressure, hydrodynamic loads, wave
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may significantly reduce the certai
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2.3.2.1 Elevation ConsiderationsThe
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Figure 2-30:Flood hazard zones inco
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path when designing and specifying
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ular attention to underfloor utilit
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2.3.5.4 Storage Tank InstallationsA
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2.4.2 SITE MODIFICATIONSA plan to m
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Mobilized floodwall: This category
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methods used to move other types of
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Even if a facility is unlikely to s
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Wastewater system components become
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Emergency barriers are measures of
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2.5 CHECKLIST FOR BUILDINGVULNERABI
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Table 2-3: Checklist for Building V
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FEMA, Protecting Building Utilities
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MAKING CRITICAL FACILITIES SAFE FRO
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flow is typically 6,000 to 12,000 f
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Tornado: This is a violently rotati
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Figure 3-3: Design wind speeds for
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Exposure: The characteristics of th
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Internal pressure (building pressur
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Figure 3-7:Schematic of internalpre
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Figure 3-8: Relative roof uplift pr
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larities will normally be based on
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spread in both of those storms. Pri
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Page 170 and 171: 3.2 CRITICAL FACILITIES EXPOSED TOH
Page 172 and 173: Wall coverings, soffits, and large
Page 174 and 175: oof panels were applied over metal
Page 176 and 177: 3.2.2 Evaluating Critical Facilitie
Page 178 and 179: Step 2: Perform a field investigati
Page 180 and 181: 3.3.1.1 SiteWhen selecting land for
Page 182 and 183: schools are required to be designed
Page 184 and 185: As part of the detailed design effo
Page 186 and 187: steel. FEMA Technical Bulletin, Cor
Page 188 and 189: a window submittal should show that
Page 190 and 191: and limited uplift resistance of de
Page 192 and 193: Figure 3-23:View looking down at th
Page 194 and 195: m For buildings that have mechanica
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Page 198 and 199: Figure 3-31:Door sill pan flashing
Page 200 and 201: Adjustable jamb/head weatherstrippi
Page 202 and 203: E 2112 provides guidance on the des
Page 204 and 205: Soffits: Depending on the wind dire
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Page 208 and 209: Figure 3-47:These four ties werenev
Page 210 and 211: m Install ties as the brick is laid
Page 212 and 213: At the hospital shown in Figure 3-5
Page 214 and 215: etween the hospital and the medical
Page 216 and 217: metal panels were attached with con
Page 220 and 221: If the roof system is fully adhered
Page 222 and 223: Figure 3-60:View of the underside o
Page 224 and 225: ities. For FMG-insured facilities,
Page 226 and 227: Figure 3-65:The original modifiedbi
Page 228 and 229: Figure 3-66:If mechanically attache
Page 230 and 231: Loads and Attachment Methods 9Infor
Page 232 and 233: Fan cowling attachment: Fans are fr
Page 234 and 235: Condenser attachment: In lieu of pl
Page 236 and 237: Boiler and exhaust stack attachment
Page 238 and 239: Figure 3-78:Collapsed hospital ligh
Page 240 and 241: Figure 3-80:The antenna tower atthi
Page 242 and 243: Table 3-3: Risk Reduction Design Me
Page 244 and 245: Table 3-3: Risk Reduction Design Me
Page 246 and 247: Chapter 4 for information on the pe
Page 248 and 249: Figure 3-83:Open walkways donot pro
Page 250 and 251: ASTM E 1996 specifies five missile
Page 252 and 253: ASCE 7 refers to ASTM E 1996 for mi
Page 254 and 255: For interior non-load-bearing mason
Page 256 and 257: m For structural metal roofs, it is
Page 258 and 259: Mechanically attached and air-press
Page 260 and 261: Figure 3-92:To avoid walkway padblo
Page 262 and 263: 3.4.4.2 Mechanical PenthousesBy pla
Page 264 and 265: To enhance the wind performance of
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to power generation stations and by
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occupants can have bottled water pr
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Table 3-4: Recommendations for Desi
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Strong and violent tornadoes can ge
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For critical facilities located in
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Retrofitting a shelter space inside
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funds are not available for strengt
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Figure 3-106:The school’s built-u
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3.6.2 Building EnvelopeThe followin
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Shutters are typically a more econo
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semblies with laminated glass assem
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Figure 3-116:The edge nailer on top
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Figure 3-118:The antenna at thishos
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3.7 Checklist for BuildingVulnerabi
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3.8 References and Sources ofAdditi
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American Society for Testing and Ma
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FEMA, Attachment of Brick Veneer in
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accompanied with suggestions on pos
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Hurricane Katrina emphasized the fa
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The water supply was interrupted an
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Hancock Medical Center in Bay St. L
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Figure 4-4:Penthouse at the WestJef
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Figure 4-6:Repair of EIFS wallcover
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The primary cause of window breakag
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West Jefferson Medical Center lost
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4.2.8 Mechanical and ElectricalSyst
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covering the fill cap and all vent
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emergency communications frequently
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mary and West Jefferson Medical Cen
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4.3 EDUCATIONAL FACILITIES4.3.1 Bac
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4.3.2 Effects of FloodingThe most d
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Figure 4-17:Broken windows atD’Ib
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St. Stanislaus High School in Bay S
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4.3.6 Structural SystemsMost of the
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The St. Stanislaus High School camp
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Figure 4-27:Metal roof covering pee
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ment, especially HVAC systems, was
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Figure 4-30:Interior damage at Char
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m Doors should be designed to meet
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different, most of them require and
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4.4.3 Effects of High WindsThe high
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Figure 4-33:Jackson County EOCFigur
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them experienced significant proble
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Figure 4-37:Back Bay Fire Company#3
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Figure 4-39:Gulfport Fire Station #
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Third District Fire Station in New
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Figure 4-44:Roof damage at HancockC
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underground tank for toilets and wa
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Figure 4-47:Generator mounted atgra
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Figure 4-49:Broken communicationsma
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erate without adequate emergency po
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FISFMAFMGFMRHMGPIBCICCICULPSMEPSMOB
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Building, enclosed. A building that
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Floodway. The channel and that port
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OOpenings. Apertures or holes in th
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FEMA Mitigation ProgramscFederal fu
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Table 1: Side-by-Side of FEMA Progr
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todial care facilities (including t
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aged windows with impact-resistant
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tions, and wastewater treatment pla
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