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Resolution 228-20151 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 MONROE COUNTY, FLORIDA MONROE COUNTY BOARD OF COUNTY COMMISSIONERS RESOLUTION NO. 228 - 2015 A RESOLUTION OF THE MONROE COUNTY BOARD OF COUNTY COMMISSIONERS ADOPTING FEMA TECHNICAL BULLETIN 5 "FREE -OF- OBSTRUCTION REQUIREMENTS" DATED AUGUST 2008 AS REQUIRED PURSUANT TO MONROE COUNTY CODE SECTION 122 -2(C) WHEREAS, Monroe County is currently a participating community in the National Flood Insurance Program (NFIP) and is working on internal County policies to improve upon its interpretation of NFIP regulations; and WHEREAS, Monroe County desires to become eligible to enter FEMA's Community Rating System (CRS); and WHEREAS, Monroe County Code Section 122 -2(c), in part, requires that in interpreting other provisions of this chapter, the building official shall be guided by the current edition of FEMA's 44 CFR, and FEMA's interpretive letters, policy statements and technical bulletins as adopted by resolution from time to time by the board of county commissioners; NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY COMMISSIONERS OF MONROE COUNTY, FLORIDA: Section 1. Pursuant to Monroe County Code Section 122 -2(c), the Board hereby adopts FEMA Technical Bulletin 5 "Free -of- Obstruction Requirements" dated August 2008, a copy of which is attached hereto. Section 2. The Clerk of the Board is hereby directed to forward one (1) certified copy of this Resolution to the Building Department. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 BOARD OF COUNTY COMMISSIONERS OF MONR COUNTY, FLORI A BY: \ ' Mayor D L. Kolhage MONROE COUNTY ATTORNEY 14PPROVED AS FORM: STEVEN T. WIUL AMS ASSISTANT C ATTORNEY Date i� PASSED AND ADOPTED by the Board of County Commissioners of Monroe County, Florida, at a regular meeting held on the 16 of September, 2015. Mayor Danny L. Kolhage Yes Mayor pro tem Heather Carruthers Yes Commissioner Sylvia Murphy Yes Commissioner George Neugent Yes Commissioner David Rice Yes I E / �� i, a °-i ri,� " r,l THIS IS MAXIMUM HEIGHT IN GARA0E,• { A :�£ �'':£,, _- ♦�-ten f I It tit t s� r>� i II III ��• Isms s' • r, ' II I � - # f f `1. k # • p f ftv, '' :.,rn •i may"' � ,_ ,id' I �; r t. 'i 'a ,..,. 1_ YriC `. '4',..,,..r,A,A.: 4-,„4.-..„..- ,-,:ztiver.„.2 .4. .4 .1!,-.L44;tt,' , '''4\,. _ - ' - FreeFree _ of- Obstruction Requirements for Buildings Located in Coastal High Hazard Areas in accordance with the National Flood Insurance Program Technical Bulletin 5 /August 2008 ,,% ,, ........„ „.., FEMA Table of Contents Introduction.................................................................................................... ..............................1 NFIPRegulations ............................................................................................ ..............................3 Flood Insurance Implications ........................................................................ ..............................4 Obstruction Considerations ........................................................................... ..............................5 Below-ME Building Elements ........................................................................ ..............................6 AccessStairs and Ramps ...................................................................... ..............................6 Decksand Patios ................................................................................. ..............................9 Elevators.............................................................................................. .............................10 EnclosedAreas ................................................................................... .............................10 Equipment........................................................................................... .............................10 FoundationBracing ........................................................................... .............................12 GradeBeams ...................................................................................... .............................13 Shear'Walls .......................................................................................... .............................14 Slabs..................................................................................................... .............................15 Site Development: Practices and Issues ......................................................... .............................18 Accessory Structures .......................................................................... .............................18 DetachedGarages ............................................................................... .............................19 Erosion Control Structures ......................... 9 Fences and Privacy Walls ................................................................... .............................21 Fill....................................................................................................... .............................21 Ground Elevations At or Above the BEE .......................................... .............................24 Restroom Buildings and Comfort Stations ....................................... .............................23 SepticSystems ..................................................................................... .............................25 SwimmingPools and Spas ................................................................. .............................26 TheNFIP ......................................................................................................... .............................27 NFIPTechnical Bulletins ............................................................................... .............................27 Ordering Technical Bulletins ........................................................................ .............................28 FurtherInformation ...................................................................................... .............................28 Glossary........................................................................................................... .............................29 Comments on the Technical Bulletins should be directed to: Department of Homeland Security FEMA Mitigation Directorate 500 C Street, SW. Washington, D.C. 20472 Technical Bulletin 5 -08 replaces Technical Bulletin 5 -93, Free -of- Obstruction Requirements. Cover photo: Area beneath an elevated building that is free of obstructions. Introduction Protecting buildings that are constructed in special flood hazard areas (SFHAs) from dam- age caused by flood forces is an important objective of the National Flood Insurance Program (NFIP). in support of this objective, the NFIP regulations include minimum building design criteria that apply to new construction, repair of substantially damaged buildings, and substan- tial improvement of existing buildings in SFH.ks. The base flood is used to delineate SFHAs on Flood Insurance Rate :Maps (FIRMs) prepared by the NFIP. The base flood is the flood that has a 1- percent chance of being equaled or exceeded in any given year (commonly called the "100- year" flood). Certain terms used in this Technical Bulletin are defined in the Glossary. Coastal waves and flooding can exert strong hydrodynamic forces on any building element that is exposed to the waves or flow of water. Therefore, foundations that offer minimal resistance to waves and floodwaters passing beneath elevated buildings (e.g., pile and column foundations) are required in Coastal High Hazard Areas (Zones V, VE, and V1 -V30). Standard foundations such as solid masonry or concrete or wood -frame walls will generally obstruct flow and be at risk of damage from high - velocity flood forces. In addition, these sol- id foundations and other obstructions may cause wave runup or reflection, or divert floodwaters, into the elevated portion of the building or into adjacent buildings. Use of structural fill to support buildings in V zones is prohibited because fill will be subject to erosion during a flood event. In either case, the result is generally structural damage to, or catastrophic failure of, the affected buildings. For floodplain manage- ment purposes, an area beneath a structure elevat- ed on an open foundation is considered to be free of ob- structions if flood flow and waves can pass through the area relatively freely. Some flow diversion, wave reflection, and wave run- up will occur as flood flow and waves encounter the foundation, but the effects will be small and localized, and will not lead to flood damage to the elevated structure. Under the NFIP general requirement that buildings be constructed by methods that will min- imize flood damage, the placement of any construction element (as described later in this bulletin) on a building site in a V zone must include consid- This Technical Bulletin dis- cusses obstructions below the BFE. Readers should check with the communi- ty to determine whether a higher elevation standard is enforced. For example, communities may add free- board or may regulate to the design flood elevation (DFE). In those cases, ref- erences in this Technical Bulletin should be con- strued as references to the community's regulatory requirement. erasion of the potential effects on the building and adjacent buildings. In addition to potential wave and floodwater diver- sion effects, obstructions can become floodborne debt - is that may strike other buildings, resulting in large impact forces on the buildings. The NFIP requires that all new and substantially improved structures in V zones be elevated to or above the base flood elevation (BFE), on open foundations (pilings, columns, or piers, and, sometimes, shear walls) that allow floodwaters and waves to pass beneath the elevated structures. The NFIP fur- ther requires that the area beneath these elevated structures remain free of any obstructions that would prevent the free flow of coastal floodwaters and waves during a base flood event. These requirements have been instituted to minimize Technical BulIeTin 5— auGuST2008 the transfer of flood forces to the building foundation and to preclude the deflection or redi- rection of flood forces that could damage the elevated building or neighboring buildings. This Technical Bulletin pro6des specific guidance concerning the NFIP's free -of- obstruction requirement in V zones, as well as the general requirement for construction that will minimize flood damage potential, as it applies to V zone construction. Typical building elements and site development issues discussed in this Technical Bulletin include: Below -BFE Building Elements • Access stairs and ramps • Decks and patios • Elevators • Enclosed areas • Equipment • Foundation bracing • Grade beams • Shear walls • Slabs Site Development: Practices and Issues • Accessory structures • Detached garages • Erosion control structures • Fences and privacy walls • Fill • Ground elevations at or above the BFE • Restroom buildings and comfort stations • Septic systems • Swimming pools and spas Under the free -of- obstruction requirements in the NFIP regulations, any type of lower area enclosure or other construction practice (as described below) that prevents the free flow of coastal floodwaters and waves beneath an elevated building during a base flood event is not allowed. Any construction element that is structurally dependent on, that is attached to, or upon which a V zone building depends, is considered to be part of that building and must meet the re- quirements of Sections 60.3(e) (4), (6), and (6). If any of these elements are attached to the building and located below the lowest horizontal structural member of the building, they may constitute an obstruction and may be prohibited. The attachment of any feature that is pro- hibited by NFIP regulations to an otherwise compliant building will result in a significantly higher flood insurance premium because of the increased risk of damage to the building. Further, if a community is found to have a pattern and practice of failing to address such vio- lations, the NFIP may exercise its authority to place the community on probation or under suspension, which affects the cost and availability of Federal flood insurance. Construction elements outside the perimeter (footprint) of and not attached to a coastal building (such as bulkheads, swimming pools, and accessory structures) and site develop- ment practices (e.g., the addition of fill) may alter the physical characteristics of flooding or significantly increase wave or debris impact forces affecting nearby buildings. As part of the cer- tification process for V zone buildings, the design professional must consider the effects that these elements and practices will have on the building in question and on nearby buildings. Construction elements and practices that will increase flood - related loadings on the building 2 Technical BulIeTin 5— auGuST2008 (and that are not specifically prohibited by the NFIP regulations) may be constructed if the impacted buildings are designed to withstand the additional flood and wave forces. Increased foundation element embedment depth, size, and number might be employed to compensate for increased flood forces. Such compensatory design calculations must be made by the reg- istered design professional, who must provide a V zone certification for the structure prior to construction. NAP Regulations The NFIP regulations for V zone construction are codified in Title 44 of the Code of Federal Regulations. Specific to this Technical Bulletin, Section 60.3(a) (3) of the NFIP regulations states: "Ifa proposed building site is in a oodpronearea, all new construction and substantial improvements shall ... (iii) be constructed by methods and practices that minimize ood damages ..." Section 60.3(e) (4) states that a community shall require: ". . . that all new construction and substantial improvements in Zones V1430, VE, and also Zone V if base ood elevation data is available, on the commun itys FIRM, are elevated on pilings or columns so that: (i) the bottom of the lowest horizontal struc- tural member of the lowest oor (excluding pilings or columns) is elevated to or above the base ood level; and (ii) the pile or column foundation and the structure attached thereto is anchored to resist otation, collapse, and lateral movement due to the com- bined effects ofwind and water loads acting simultaneously on all building components. Water loading values used shall be those associated with the base ood. Wind loading values used shall be those required by applicable State or local building standards. A registered professional engineer or architect shall develop or review the structural design, speci cations, and plans for the construction, and shall certifythat thedesign and meth- ods of construction to be used are in accordance with accepted standards of practice for meeting the provisions of paragraphs (e)(4)(i) and (ii) of this section." Section 60.3(e) (:5) further states that a community shall require: "... that all new construction and substantial improvements within Zones V1 430, VE, and Von the community's FIRM have the space below the lowest oor either free ofob- struction or constructed with non -supporting breakaway walls, open wood lattice work, or insect screening intended to collapse under wind and water loads without causing col- lapse, displacement, or other structural damage to the elevated portion of the building or supporting foundation system. For the purpose of this section, a breakaway wall shall have design safe loading resistanceof not less than 10 and nomorethan 20 pounds per square foot. Use of breakaway walls which exceed a design safe loading resistance of 20 pounds per square foot (either by design or when so required by local or State codes) may be permitted only if registered professional engineer or architect certi es that the designs Technical BulIeTin 5— auGuST2008 proposed meet the following conditions: (i) Breakaway wall collapse shall result from a water load less than that which would occur during the base ood; and (ii) The elevated portion of the building and supporting foundation system shall not be subject to collapse, displacement, or other structural damage due to the effects of wind and water loads act- ing simultaneously on all building components (structural and non - structural). Water loading values used shall be those associated with the base ood. Wind loading values used shall bethoserequired byapplicableStateor local building standards. Such enclosed space shall be useable solely for parking of vehicles, building access, or storage." Section 60.3(e) (6) states that a community- shall: "Prohibit the use of Il for structural support of buildings within Zones V1 -30, VE, and V on the community's FIRM." The NFIP Technical Bulletins provide guidance on the minimum requirements of the NFIP regulations. Community or State requirements that exceed those of the NFIP take precedence. Design profes- sionals should contact the community to determine whether more restrictive provisions apply to the building or site in question. All other applicable requirements of the State or local building codes must also be met for buildings in all flood hazard areas. Further guidance on coastal construction can be found in the Coastal Construction Manual (FENLk 55) and in the Home Builder's Guide to Coastal Construction (FEM;k 499). Further guid- ance on the breakaway wall requirements of Section 60.3(e) (5) can be found in Technical Bulletin 9, Design and Construction Guidance for Breakaway Walls Below Elevated Buildings. It is important to note that building materials used below the BFE must meet the flood damage - resistant materials requirement of Section 60.3(a) (3). Further guidance on this requirement can be found in Technical Bulletin 2, Flood Damage-Resistant Materials Requirements for Buildings Located in Special Flood Hazard Areas. Flood Insurance Implications The floodplain management and insurance programs of the NFIP may treat some below -BFE building elements differently. NFIP floodplain management regulations allow certain con- struction elements below the BFE, which may or may not break away during the base flood, and which may or may not be considered obstructions for Federal flood insurance rating pur- poses (e.g., stairwells, elevator shafts, shear walls). Design professionals and owners may wish to contact a qualified insurance agent or the NFIP - before a building is designed and constructed - regarding the flood insurance premium im- plications of obstructions. For example: Technical Bul I eTin 5 - auGuST 2008 n The NFIP floodplain management regulations in 44 CFR Section 60.3 allow open wood lattice, insect screening, and non- load - bearing solid breakaway walls below an elevated building in the Coastal High Hazard Area. These features have been judged not to be ob- structions to flood flow or waves, but building designers and owners should be aware that solid breakaway walls and garage doors — even though permitted by floodplain manage- ment regulations — can result in significantly higher flood insurance premiums. Thus, use of breakaway construction below the BFE will not allow- a structure to be classified as "free of obstructions' for flood insurance rating purposes (a free -of- obstruction classification makes the building eligible for the lowest V zone flood insurance premium rate). n NFIP floodplain management regulations restrict uses of space below the BFE to park- ing of vehicles, building access, and storage. Stairs, ramps, and elevators are permitted. However, depending on how they are constructed, stairs, ramps, and elevators may be con- sidered obstructions for flood insurance rating purposes, and could result in significantly higher flood insurance premiums. For flood insurance rating purposes, an area beneath a structure elevated on an open foundation is considered to be free of obstructions only if the following criteria are satisfied: • There are no solid walls of any kind — including breakaway walls — below the BFE (insect screen- ing, open lattice, and open slats are not considered obstructions). • Any stairs below the BFE are open (any stairs enclosed by or containing solid walls are considered obstructions). • There is no machinery or equipment below the BFE. Machinery and equipment include any items permanently affixed to the structure and that provide utility services to the building (e.g., furnaces, hot water heaters, heat pumps, air conditioners, elevators, etc.). Obstruction Considerations Several of the NFIP's flood- resistant design and construction requirements are performance requirements, not prescriptive requirements. In other words, the expected building perfor- mance is stated, but the ways by which that performance may be achieved are not prescribed. It is up to the community official to determine whether a spe- cific design submitted by a design professional satisfies the performance requirements. In the case of the free -of- obstruction requirement, it is not always clear whether a particular building element or site devel- opment practice will be a significant obstruction that prevents the free passage of floodwaters and waves. The term "signifi- cant" is used here because any construction or development practice below the flood level will cause a localized disruption of flow and waves during the base flood. Determining whether the disruption is significant is not always easy. In some cas- es, the analytical tools necessary to answer the question with Any construction or devel- opment practice below the BFE (even piles and col- umns permitted by the NFIP) will cause a local- ized disruption of flow and waves during the base flood. Whether the localized disruption is great enough to harm the elevated build- ing or surrounding buildings is the central question. Technical BulIeTin 5— auGuST2008 5 certainty are not available and local experience, post- disaster investigations, and coastal process and building science prin- ciples must be relied upon in order to reach a concluslOn. Many local floodplain management ordinances contain lan- guage that calls for evaluating potential obstructions below or near a building for their effects on flow deflection and wave runup (or "ramping "). Standard fluid mechanics texts and coastal engineering references such as the U.S. Army Corps of Engineers (USaCE) Coastal Engineering Manual provide some guidance, but the methods contained therein general- ly are not capable of evaluating the potential effects of small building elements, small amounts of fill, etc., on flooding and waves during a base flood. Numerical models for coastal storm surge and waves do not have the resolution required to resolve building element sized disruptions to flow and wave fields, and constructing such models at this time would be technical- 1v challenging, time - consuming and cost- prohibitive. Recently developed, sophisticated n unerical models show- some prom- ise of being able to resolve and analyze flow around potential Obstructions, but their use at present is not economically feasible for communities, owners, or designers interested in examining potential obstructions such as those discussed in this Technical Bulletin. Below -BFE Building Elements Potential flow diversion - and wave runup or wave reflection - toward pre - FIRM buildings at or near grade is problematic. Many of these buildings may be damaged or destroyed dur- ing a base flood, regardless of the presence of new NFIP - compliant structures. Communities must deter- mine whether and how to weigh the presence of low- elevation pre -FIRM buildings when construction and development decisions are made. This Technical Bulletin does not recommend a blanket prohibition of below -BFE building elements and site development practices when pre -FIRM buildings at or near grade are nearby. The sections that follow discuss common building elements that may significantly affect the free passage of flood flow and waves under elevated buildings. By following the guidance be- low, potential obstructive effects are minimized and the elements are judged to comply with the NFIP free -of- obstruction requirement. Access Stairs and Ramps Access stairs and ramps that are attached to or beneath an elevated building may be enclosed with breakaway walls or may be unenclosed, without walls. However, stairs and ramps, like foundation bracing, can impede the intended failure of breakaway walls. Unenclosed stairs and ramps are preferred. Stairs and ramps are not required to break awav themselves, but this is a design option. Stairs and ramps must be designed and constructed to either: n Break awav during base flood conditions without causing damage to the building or its foundation, or 6 Technical Bul I eTin 5 — auGuST 2008 n Resist flood loads and remain in place during the base flood. If this option is selected, the elevated building and its foundation must be designed to resist any flood loads that are transferred from the stairs or ramp to the building. Figure I shows an example of stairs that did not break away cleanly - the stairs pulled out the exterior wall of the elevated building as they failed. Construction of access stairs with sides and risers open (to the extent that building codes allow) will minimize flood loads acting on the stairs themselves, thereby minimizing flood dam- age, and also minimize transfer of flood loads to the elevated building. Open stairs should be considered whenever possible (see Figure 2). Ramps must be designed and constructed to minimize the obstruction of floodwaters and waves, and configured so that floodwaters and waves cannot flow directly up the ramp to- ward the elevated building. This means that ramps must be positioned to avoid a straight alignment that extends from the elevated building down toward a likely direction of wave and surge approach. A solid entry door capable of resisting all design loads must be installed at the top of any access stairs or ramps. Access stairs are some- times constructed inside a breakaway enclosure, with an entry door at the bot- tom of the enclosure, but without an entry door into the elevated building. This practice leads to building damage. The lack of an en- try door at the top results in a large opening in the building envelope when the enclosure breaks away. This exposes the building inte- rior to higher internal wind pressures and wind - driven rain, and provides floodwa- ters an easy path into the building. Figure 1. Stairs did not break away cleanly, resulting in damage to the elevated building. Technical BulIeTin 5— auGuST2008 Figure 2. Example of open stairs that minimize transfer of flood and wave forces (note that building codes enforced by most communities require use of risers that prevent passage of a 4 -inch sphere). Massive exterior stairs have been constructed for some elevated homes in V zones (see Figure 3). Stairs such as these clearly act as obstructions and increase the likelihood of trapping or de- flecting waves and flood flow beneath the elevated buildings. They are not necessary for building access purposes and are not permitted because they are obstructions that increase the poten- tial for damage. Figure 3. Massive stairs adjacent to an elevated coastal home are an obstruction. Note that, in some cases, life - safety code requirements will dictate that stairs and stairwells in certain occupancy structures have to be constructed to be fire- resistant and structurally stable even if portions of the adjacent structure fail. Stairs and stairwells that meet these re- quirements are usually constructed of some combination of steel, reinforced masonry, and reinforced concrete, and will not break away under expected base flood loads and conditions. These stairs and stairwells, typically found in mid- and high -rise buildings, must be designed to withstand all flood loads, including wave impact and floodborne debris impact. Technical Bul I eTin 5 — auGuST 2008 Decks and Patios Decks and patios typically lie outside the footprint of elevated V zone residential and commer- cial buildings, and can be constructed at elevations vaning from at grade, to above grade but below the BFE, to at or above the BFE. n If a deck is structurally attached to a structure, the bottom of the lowest horizontal sup- porting member of the deck must be at or above the BFE; deck supports that extend below the BFE (e.g., pilings and bracing) must comply with V zone design and construc- tion requirements; and the structure must be designed to accommodate any increased loads resulting from the attached deck. n Some attached decks are located above the BFE but rely on support elements that ex- tend below the BFE. These supports must comply with V zone design and construction requirements. n If a deck or patio (not counting its supports) lies in whole or in part below the BFE, it must be structurally independent from the structure and its foundation system. Decks and patios must not adversely affect the adjacent structures or nearby structures during base flood conditions by diverting floodwaters and waves. For floodplain management pur- poses, "low- profile" decks and patios constructed at natural grade or on small amounts of fill for site drainage purposes (see the section on Fill) will not lead to harnifttl diversion of flood- waters or wave runup and reflection A "low - profile" deck or patio is defined as one where the vertical thickness of the deck or patio is 12 inches or less, some of which may be below the adjacent finished grade. This thickness does not include railings (which should be open). Seats, benches, tables, planters, or other obstructions must not be built into or attached to the deck or patio. Decks and patios must be designed and constructed so that, when subject to base flood con- ditions, they do not create debris that will damage NFIP - compliant structures. For floodplain management uurposes, this means that decks and ratios must either: a) remain intact and in place during the base flood, or b) break apart into small pieces so that the resulting debris will not lead to structural damage of NFIP- compliant structures Decks that are structurally attached to V zone structures must be supported to resist the si- multaneous action of design wind loads and base flood loads. In some cases, attached decks can be cantilevered but, in most cases, attached decks must be supported on piles, posts, or columns embedded into the ground and capable of surviving anticipated erosion and scour. Post -storm investigations frequently identify decks that were elevated on small diameter posts or were elevated on structural elements without sufficient embedment into the ground. The result of inadequate support is loss of the decks and sometimes damage to the elevated struc- tures as the decks fail. Unless the building code or local community, prescribes otherwise, a rule of thumb is the foundation for an elevated deck attached to a V zone structure should be similar to the structure's foundation. Technical Bul I eTin 5 — auGuST 2008 9 Elevators Elevators attached to or beneath an elevated V zone structure must comply with building, fire, electrical, and mechanical code requirements. Like access stairs, elevators are excluded from the NFIP breakaway requirement, but mast meet the NFIP flood damage- resistant material requirements. Elevator equipment below the BFE vvt'll result in higher flood insurance premi- ums. Flood loads acting on the elevator components and any non - breakaway shaft walls must be ac- counted for in the design of the elevated structure and its foundation system: therefore, it is advantageous to minimize the size of residential elevators. Additional details can be found in Technical Bulletin 4. Elevator Installation for Buildings Located in Special Flood Hazard Areas, Tech- nical Bulletin 2, Requirements for Flood Damage- Resistant Materials for Buildings Located in Special Flood Hazard Areas, and in Flood Resistant Design and Construction (ASCF. 24). ASCE 24 is refer- enced by model building codes and has been determined by FENLA to be consistent with the NFIP regulations. Enclosed Areas Use of enclosed areas is restricted to parking of vehicles, building access, and storage. En- closed areas, including foyers, must be constructed of flood damage- resistant materials and not be finished. Enclosed areas must not be used for habitable or recreational put The NFIP regulations state that the area beneath the elevated portion of a V zone structure may be enclosed only with open lattice, insect screening or non - supporting breakaway walls (see Technical Bulletin 9, Design and Construction Guidance for Breakaway Walls Below Coastal Buildings). Guidance on lattice has been developed and incorporated into FEMA documents, including the Flood Insurance Manual. The guidance states the followin as being acceptable lattice: n Wooden or plastic lattice, with at least 40 percent of its area open, and made of material no thicker than ►/ inch. n Wooden or plastic slats or shutters, with at least 40 percent of their area open, and made of material no thicker than 1 inch. Figures 4 and 5 show examples of compliant slats, which typi- cally are installed flat against the foundation pilings (Figure 4) or angled like louvers between the pilings (Figure 5) . Equipment The NFIP does not limit the size of enclosures under elevated structures. How- ever, higher NFIP flood insurance premiums will be assessed for V zone struc- tures with enclosed areas that are 300 square feet or more in size (including stairwells and elevator en- closures), even if enclosed by compliant breakaway walls. The NFIP does not require flood openings in V zone enclosures; however, some communities may have such a requirement. In general, mechanical, electrical, and plumbing equipment and fixtures are required to be elevated at or above the BFE. There are some exceptions for elevator equipment that cannot be elevated, but these exceptions are very specific and are outlined in Technical Bulletin 4, Elevator Installation for Buildings Located in Special Flood Hazard Areas and ASCE 24. to Technical Bul I eTin 5 — auGuST 2008 Figure 4. Wood slats installed flat against foundation pilings ,� ms�.� «sir. s.��•s��• r.7 _ " It Figure 5. Wood slats installed between pilings at an angle (louvers) Utility risers, electric meters, and similar elements that must be located below the BFE must be installed to minimize flood damage. The following techniques help to achieve this objective: n The elements must not be attached to or penetrate through breakaway walls. n The elements should be located on the sides of piles and columns that are opposite from the anticipated direction of flood flow and wave approach, where possible. Additional guidance can be found in Protecting Building Utilities From Flood Damage (FEMA 348) . Designers and owners should be aware that the presence of equipment below the BFE, even if allowed by permit, can result in higher NFIP flood insurance premiums. Technical BulIeTin 5— auGuST2008 11 Foundation Bracing Bracing is often used to stiffen pile foundations and /or to improve comfort and reduce sway in elevated buildings. As a general rule, building designs that do not include bracing will mini- mize obstructions to flow and waves and are preferred. However, if bracing is required for a stable design, its use should be minimized. Diagonal timber cross - bracing is the most common type of bracing used on foundations un- der coastal homes (see Figure 6). Unfortunately, timber braces frequently fail during severe flood events due to wave and or debris impacts. If they survive, they can trap debris and trans- fer lateral flood loads to the foundation. Metal rod braces, while less susceptible to failure, can also trap floating debris (see Figure 7). Knee braces at the tops of pilings are sometimes preferred since they will likely extend a shorter distance below the flood surface and present less obstruction to flow and waves. Free -of- obstruction considerations call for using only the minimum amount of bracing that is necessary to add rigidity to the design for the comfort of occupants. Many coastal construction experts and references suggest relying on shore - perpendicular bracing and minimizing the use of shore - parallel bracing. However, since wind and seismic loads can act in any direction, this alternative may not always provide the structural stability that is required in some loca- tions. Increasing the number of piles (by decreasing horizontal spacing), detailing moment connections at the tops of the piling (in the case of concrete piles and beams), using grade beams, and extending pilings above the first elevated floor level are accepted ways of eliminat- ing or reducing the need for bracing. Where foundation bracing is used below the BFE, it must be placed so as not to interfere with the intended failure of breakaway wall panels. Avoiding interference may require eliminating breakaway walls, shifting the location of breakaway walls, or redesigning the foundation so the need for certain braces is eliminated. Breakaway walls and foundation bracing should not be placed in close proximity if either can affect the intended performance of the other. Figure 6. Elevated coastal home with timber cross - bracing, principally in the shore - perpendicular direction 1'_' Technical Bul IeTin 5 — auGuST2008 Figure 7. Trapping of floating debris by metal rod cross - bracing Grade Beams Grade beams typically are made of reinforced concrete or wood; they are used to tie together the foundation piles or columns to provide additional lateral support. Grade beams that are placed with their upper surfaces flush with or below the natural grade are not considered obstructions and are allowed under the NFIR However, storm erosion and local scour will often expose and undermine grade beams, leaving them suspended above the post storni ground profile. Designers must anticipate this circumstance and design grade beams to resist flood, wave, and debris loads and to remain in place and functional when undermined (see Figure 8). Grade beams also must be designed and constructed so that the vertical thickness is minimized, thereby reducing the lateral flood, wave, and debris loads acting on the beam and limiting the transfer of these loads to the foundation. Designers are cautioned that grade beams should not be used as a substitute for adequate number, size, and embedment of piles or columns. MWOW Figure 8. Grade beams must resist flood, wave, and debris loads when undermined. Technical Bul IeTin 5 — auGuST2008 13 Shear Walls A strict interpretation of the NFIP regulations indicates that only pile and column founda- tions are permitted in V zones. In practice, this requirement has been relaxed to allow solid walls that are necessary to transfer lateral loads acting on the upper stories of tall buildings to the ground, particularly in extreme -wind zones. These walls, called shear walls, are often constructed parallel to the anticipated direction of flood flow and wave attack (i.e., perpen- dicular to the shoreline) so as to allow floodwaters and waves to pass freely. In some cases, however, building designs require both shore - perpendicular and shore - parallel shear walls. Use of shore - parallel shear wall segments should be limited to that minimum length required to transfer upper story loads to the foundation. Shore - parallel shear walls should be designed with openings in and between shear wall segments, to minimize trapping of floodwaters, waves and debris, and to minimize the total flood load acting on the building. In any case, flood forces on these walls must be certified as part of the overall V zone certification required by a community. Low -rise, V zone buildings can usually be designed with pile and column foundations only, al- though some communities allow below -BFE shear walls without regard to building height or size. Thus, some low-rise buildings have been constructed in V zones with shear walls below the BFE (see Figure 9), usually with the walls perpendicular to the shoreline. Figure 9. House elevated on shore - perpendicular shear walls. This design approach is risky for low -rise buildings since lateral out -of -plane loads (wind and flood acting on the faces of the shear walls) can be large and special design considerations and detailing are required. The practice of allowing shear walls beneath low -rise construction is controversial. This is due to the fact that any solid foundation wall below the BFE can act as an obstruction, and these walls can be subject to extreme loads during a base flood event. Indeed, post -flood investiga- tions have found that many such walls do not survive a severe storm event. This is illustrated in Figure 10, which shows an example of a building supported on columns and shore- perpendic- ular walls, where a wall section failed, leading to failure of the elevated floor beam and floor. In this instance, the building was a pre -FIRM building with the solid walls resting on shallow footings (a means of support not permitted under post-FIRM V zone regulations), and the failure was likely due to both lateral flood loads and foundation undermining. 14 Technical Bul I eTin 5 - auGuST 2008 Figure 10. Failure of shore - perpendicular (and shore - parallel) solid foundation walls, and of beam and floor system supported by the shore - perpendicular wall (pre -FIRM structure) Shear walls beneath low -rise V zone structures, regard- less of orientation, are obstructions that are contrary to the NFIP free -of- obstruction requirements They should not be permitted unless special justification exists, such as the need for a public, military, or func- tionally dependent, low -rise structure in a V zone, which cannot be supported on piles and columns alone. Even in these cases, they should be allowed only if detailed engineering calculations demonstrate that the foundation and building are designed to resist all base flood conditions (including erosion, which will increase the height of waves and wave forces striking the foundation), all design loads, and all appropriate load combinations. For floodplain management purposes, below BFE shear walls should only be permitted below fully-engineered mid- and high -rise structures where the walls are necessary to transfer lateral loads from upper stories to the ground, and where engineering calculations demonstrate the viability of such an approach under design wind and flood conditions. Below BFE shear walls should be oriented perpendicular to the shoreline whenever possible. Shore - parallel shear walls below the BFE should be limited to the absolute minimum necessary by designing them to be as narrow as possible with openings, and separated or offset to present the minimum possible obstruction to water and waves. Concrete slabs beneath elevated V zone buildings are commonly used for vehicle parking and as a floor in an enclosed storage area or building access area. FEMA's post - disaster investiga- tions have consistently concluded that reinforced concrete slabs thicker than 4 inches can act as obstructions to the free flow of water and waves under elevated buildings and can transfer flood loads to the foundation if the slabs are undermined, displaced from a horizontal orien- tation, or fail to break into small pieces (see Figures 11 and 12). The experience gained in post -storm evaluations suggests that slabs should either: n Be frangible (break away), "floating' slabs that are supported by compacted soil, are not attached to the building foundation, and are designed and constricted with a maximum thickness (traditionally 4 inches), without reinforcement and without turned down edges, or Technical Bul I eTin 5 — auGuST 2008 15 n Be designed and constructed to be self - supporting structural slabs capable of remaining intact and functional under base flood conditions, including expected erosion. Building foundations must be capable of resisting any added loads due to the presence of these slabs, and any increase in local scour due to the presence of the slabs. For most circumstances and for small, low-rise V zone structures (including residences), the first alternative of frangible slabs should be employed. This alternative is also appropriate for other uses of slabs such as pool decks, sidewalks, and patios. Figure 13 illustrates one possible design for such a slab. Figure 11. Damage to building foundation, due in part to failure of reinforced slab that imposed loads on the pilings Figure 12. NFIP- compliant, unreinforced slab broke apart and performed well. 16 Technical Bul I eTin 5 — auGuST 2008 Pile /Column (Typical) Contraction Joint (Typical- See Detail) Isolation t at mn Ran Mew Detail — Section Through Slab Tooled Joint Tooled Contraction Joint T "Max. 4 �4 I Crack Resulting From Concrete Curing Process Sawcut Contraction Joint Sawcut Joint T 4 "Max. Crack Resulting From Concrete Curing Process IME INSTALL EXPANSION AND ISOLATION JOINTS AS APPROPRIATE IN ACCORDANCE WITH STANDARD PRACTICE OR AS REQUIRED BY STATE AND LOCAL CODES. Figure 13. Example of frangible slab (FEMA 55) Technical Bul I eTin 5 - auGuST 2008 17 For larger mid- and high -rise structures, both alternatives could be considered, although the second option of self - supporting structural slabs will likely mean a significant increase in NFIP flood insurance premiums (since the bottom of the slab — or the bottom of the lowest hori- zontal member supporting the slab — will become the lowest floor for flood insurance rating purposes). Reinforced, self - supporting structural slabs may be appropriate for large structures that are supported on large concrete piles and columns, since these structures are typically much heavier and are less prone to damage from flood loads. If a frangible parking slab is constructed beneath such a structure, timely reoccupation after a severe coastal storm event — of an otherwise intact and usable structure — may be prevented. A self-supporting structural slab could be considered in such situations Reinforced, self- supporting structural slabs and beams beneath large buildings should be de- signed to be only as thick as necessary to support vehicle loads and other design loads, but no thicker. The slabs and beams should be connected and integral to the foundations, and all below BFE components should be designed to act together to resist flood loads and other de- sign loads. Obstructive effects will be minimized as long as the slab systems remain intact and horizontal so that floodwaters and waves pass above and below the slabs. Site Development: Practices and Issues The sections that follow discuss common site development practices and issues that may signif- icantly affect the free passage of flood flow and waves under elevated buildings. By following the guidance below, potential obstructive effects are minimized and the practices are judged to comply with the NFIP free -of- obstruction requirement. Accessory Structures Unless elevated on piles or columns, accessory structures in V zones should be limited to low -cost and small structures such as metal, plastic, or wooden sheds that are "disposable." Guidance available from the NFIP suggests the term "small" means less than or equal to 100 square feet in size, and "low cost" means $1,000 or less. Some States and communities recom- mend other values. If an accessory structure does not meet the criteria established to allow below -BFE installation, or if it is of a significant size and nature that it would likely create either damaging debris or flow and wave diversion problems, it should be constructed and elevated in full compliance with the NFIP requirements. Examples of structures that exceed size and value limits, or con- tain equipment prohibited below the BFE, or facilitate uses prohibited below the BFE, include detached garages and restroom buildings/ comfort stations (see sections that follow). Small, low -cost accessory structures that are not elevated must be designed and anchored to resist wind loads (see Figure 14), and to resist flotation that may occur even under relativelv shallow flood depths. However, because small accessory structures are unlikely to withstand wave loads, their loss should be anticipated during the base flood, and the effects that the re- sultant debris may have on nearby structures must be considered. In addition, small accessory 18 Technical Bul I eTin 5 — auGuST 2008 structures must be unfinished on the interior, constricted of flood damage - resistant materi- als, used only for storage, and, if provided with electricity, the service must be elevated above the BFE. Figure 14. Small accessory structure anchored to resist displacement by wind An alternative to an accessory structure is to create storage space below the elevated structure by enclosing an area with breakaway walls. However, creation of such an enclosure may result in higher flood insurance premiums. Owners and communities should weigh the alternatives carefully. Detached Garages Detached garages, such as those typically built for single -fam- ily homes or for multi- family structures, are too large and too costly to be considered accessory structures that may be al- lowed below the BFE (see guidance for Accessory Structures). Therefore, detached garages must be properly elevated on piles or columns and comply with other requirements for structures in V zones. Garages may be construct- ed under elevated buildings and enclosed with break- away walls (see Technical Bulletin 9). Note that large, fully - engineered, free - standing parking garages that satisfy NFIP V zone de- sign and construction requirements are permitted, even if portions lie below the BFE (e.g., vehicle ramps, stairwells, elevator shafts, and parking spaces) . These structures are not walled and roofed in the traditional sense, and can be designed to allow the free passage of floodwa- ters and waves through the structures. Erosion Control Structures Erosion control structures such as bulkheads, seawalls, retaining walls, or revetments that are installed beneath elevated coastal buildings are obstructions and are prohibited, even if they are not attached to the building foundations. These erosion control structures can transfer damaging flood loads to building foundations, and greatly increase the potential for Technical BulIeTin 5— auGuST2008 19 redirecting flood flow and wave action onto the elevated por- tions of coastal buildings. Figure 15 shows an example of timbers attached to a pile foundation (constituting a bulk- head) that are not pennitted. While the NFIP does not prohibit bulkheads, seawalls, retain- ing walls, or revetments that are outside a building's footprint and that are not attached to the building, communities and design professionals must carefully consider the potentially significant effects of these structures. A general rile of thumb is: the greater the horizontal distance between the erosion control structure and the building, the less likely that wave runup or reflection will adversely affect the building. While some local or State regulations may prohibit the constriction of an erosion control struc- ture until erosion is within a few feet of the building foundation (to maximize the recreational beach area seaward of the device), the close proximity of the de- vice to the building may contribute to flood damage. FEMA's coastal mapping guidance suggests that a 30 -foot wide NE splash zone" (the area where waves breaking on or running up the seaward face of an erosion control structure will land or splash down) should be mapped landward of erosion control struc- tures, but provides for site - specific calculations that can lead to a narrower splash zone width. For flood - plain management purposes, a 30 -foot splash zone width is desirable for new construction landward of existing erosion control structures, but may not be feasible where an erosion control structure is con- structed seaward of an existing building. There is no established minimum distance between a building and an erosion control structure, but a reasonable minimum width would be on the order of 10 to 15 feet. States and communities should take local con- ditions and observed building damages into account when such determinations are made. Guidance for evaluating po- tential effects of erosion control structures on waves is contained in the U.S. Army Corps of Engineers (2002) Coastal Engineering Manual. Generally, those devices with a steep face (1:2 [vertical to horizontal] or steeper) will result in the greatest wave runup. Figure 15. Shore - parallel timbers attached to a pile foundation were intended to act as a bulkhead, but constitute an obstruction and are prohibited. Options are limited when erosion threatens coastal buildings that are supported by shallow foundations or pile foundations with insufficient embedment. Post - disaster investigations indicate that low-cost and small erosion control structures offer no real protection to ero- sion-threatened buildings since they are easily overtopped or fail when exposed to severe coastal flooding. Without substantial erosion control structures, foundations may be un- dermined and buildings may collapse. With substantial erosion control structures in place, building foundations are less likely be undennined, but nearby buildings may be subject to in- creased damage from wave runup and reflection. More lasting and less damaging solutions to 20 Technical Bul I eTin 5 — auGuST 2008 impending erosion damage include landward relocation of buildings and widening and rais- ing beaches through nourishment. Fences and Privacy Walls Fences and privacy walls (including walls separating one property from another) may obstruct or divert flood flow and waves. They must be analyzed for their effects on flood conditions and the effects of debris generated by fence /wall failure during flood events. For floodplain management purposes it can be presumed that open fences (e.g., slat fencing with generous openings etc) will not lead to harmful diversion of floodwaters or wave runup and reflection Fences with smaller openings, and solid fences and walls, may be prone to trapping debris. Solid fences and privacy walls, and fences prone to trapping debris, must be designed and con - structed to fail under base flood conditions without causing harm to adjacent NFIP- compliant buildings. Where building or fire codes require ground level walls for tenant fire separations, efforts should be made to satisfy code requirements while minimizing potential adverse effects due to flood diversion. Siting of new buildings near existing fences or walls should be reviewed carefully. Figure 16 shows an example of a shore - perpendicular solid wall that failed during a coastal flood event and damaged the pile foundation of an adjacent elevated building. Figure 16. Shore- perpendicular reinforced masonry wall failed and collapsed into the foundation of an adjacent building, contributing to failure of the corner foundation piling and pile cap /beam. Fill NFIP regulations prohibit the use of fill for structural sup- port of buildings in V zones. However, minor grading, and the placement of minor quantities of fill, is allowed, but only Non - structural fill described in this Technical Bulletin must be ignored for load calculation and foundation design purposes. Technical Bul I eTin 5 — auGuST 2008 21 for landscaping, drainage under and around buildings, and support of parking slabs, pool decks, patios, walkways, and similar site elements. Fill must not prevent the free passage of floodwaters and waves beneath elevated buildings. Fill must not divert floodwaters or deflect waves such that increased damage is sustained by adjacent or nearby buildings. Given the difficulty that many communities and designers have had in determining whether the placement and shaping of non - structural fill will be detrimental, some State and local regulations essentially prohibit placement of any non- structur- al fill in V zones. This approach may itself lead to problems, such as ponding of rainfall around or under buildings. Oth- er States and communities may accept some (unspecified) amount of non - structural fill, provided an engineering analy- sis is performed and an engineer will certify that the fill will not lead to damaging flow diversion or wave ramping and de- flection. Given the state of engineering methods and models, credible and defensible analyses are almost impossible to per- form for small quantities of fill. The following evaluation criteria are recommended for deter- mining acceptable placement of non - structural fill in V zones. Note that there are several criteria listed, and it is possible that some may be in conflict, depending on specific circumstances. The local official is expected to use discretion in such cases to achieve the desired performance while giving deference to the general intent of these criteria. n Type of 11. Fill placed on V zone sites should be similar to natural soils in the area. In many coastal areas, this skill be clean sand or sandy soils, free of large quantities of clay, For floodplain management purposes, this Technical Bulletin describes ac- ceptable placements of non - structural fill in V zones, which can be assumed not to lead to damaging flood and wave conditions on a site or adjacent sites. "Minor grading" shall be that required or allowed by com- munity regulations, subject to the limitations described herein. "Minor quantities of fill" shall mean the minimum quan- tity required for: adequate drainage of areas below and around elevated build- ings; support of parking slabs, in- ground pool decks, patios, walkways, etc.; and for site landscaping, subject to the limitations described herein. silt, and organic material. Non - structural fill should not contain large rocks and debris. If the fill is similar to and compatible with natural soils, there is no need for communities to require designers to in- vestigate or certify whether the fill has a tendency for "excessive natural compaction" (a common requirement in many floodplain regulations) If the fill material is trulv similar to natural soils, its behavior under flood conditions should be si►nilar to the behavior of natural soils, and should not be a subject of debate. n Height or elevation of 11 at building. Generally, it is unreasonable to expect that the ad- dition of 1 to 2 feet of site - compatible, non - structural fill in a V zone will lead to adverse effects on buildings. Thus, placement of up to 2 feet of fill under or around an elevated building can be assumed to be acceptable (without engineering analysis or certification) provided basic site drainage principles and vertical clearance limitations are not -dolat- ed (see below); and provided there are no site - specific conditions or characteristics that would render the placement of the fill as damaging to NFIP - compliant construction (e.g., if local officials have observed the placement of similar quantities of suitable fill has led to building damage during coastal storm events). If additional fill height is proposed for a site, the proposed final grade should be compared to local topography. If the proposed 22 Technical But I eTin 5 — auGuST 2008 final fill configuration is similar to grades and slopes in the immediate vicinity, a detailed analysis of the effects on flood flow and waves need not be required. If more than 2 feet of fill is proposed and the proposed fill configuration exceeds local grade heights and varia- tions, an analysis must be perfonned. n Grading to prevent pond ing. In addition to requirements to elevate buildings to or above the BITE, most communities have established minimum floor elevations to ensure that wa- ter does not collect at or under buildings. The floor elevation requirements frequently are tied to nearby road elevations and, on low -lying or level parcels, the quantity of fill required to raise building footprint areas typically will fall within the 2 -foot fill height allow- ance mentioned above. Even though these floor elevation requirements are implemented across entire jurisdictions, there is no reason to automatically assume that application in a V zone will be detrimental. Even if habitable portions of a building are elevated to satisfy floodplain management requirements (usually several feet above grade in most V zones), there is no compelling reason to restrict the placement of site - compatible non - structural fill beneath those buildings if it will prevent ponding and /or saturated soil conditions, and as long as other drainage requirements for grades and slopes can be satisfied. n Site drainage requirements. Most communities have established minimum slopes for building sites to facilitate drainage away from buildings (typically 5 percent [one unit ver- tical to 20 units horizontal]). Shallow slopes such as these will not lead to wave ramping, runup, or deflection. Indeed, much steeper slopes (generally one unit vertical to three units horizontal, or steeper) are required to enhance wave runup. For floodplain man - agement purposes, site slopes shallower than one unit vertical to five units horizontal (regardless of fill height) are assumed not to cause or worsen wave runup, or reflection capable of damaging adjacent buildings Figure 17 shows an example of fill placement that is considered acceptable; the fill height is modest and the side slopes are gentle. Al- though an adjacent pre -FIRM building is lower, the pre -FIRM building would likely sustain structural damage during a coastal flood, even if the fill was not present. Swales and con- ventional site drainage practices should be used to mitigate potential effects of runoff from the fill area. Figure 17. Post - hurricane photo showing elevated building surrounded by gently sloping fill, with adjacent damaged pre -FIRM building (the presence and configuration of the fill were judged by the damage inspection team not to have led to flood or wave damage to the elevated building or the nearby pre -FIRM building). Technical BulIeTin 5— auGuST2008 ': n Vertical clearance between top of II and the elevated lowest oor. Regardless of whether fill is used for drain- age or landscaping purposes, it should not be placed to an elevation that buries any portion of the lowest floor system (i.e., beams, girders, trusses, or joists supporting the walk- ing surface of the floor) . While the likelihood of such fill leading to structural damage is deemed to be small, it is considered good practice to provide some vertical clear- ance between the top of the fill and the bottom of the lowest floor system. This clearance will allow for sheet flow (such as that caused by waves overtopping a dune or barri- -) t b �neath the b ildin - There are no established eu o pass c u g. rules as to what constitutes acceptable vertical clearance but, for floodplain management purposes, a vertical clearance of 2 feet is considered ad- equate in most cases. n Compaction of ll. The NFIP regulations are very explicit— fill shall not be used for struc- tural support of buildings in V zones. However, for floodplain management purposes, compaction of fill below and around elevated buildings in order to support parkin6 slabs, in- ground pool decks, patios, sidewalks, and similar site amenities is consistent with the in- tent of the regulations n Dune construction, repair, or reconstruction. Dunes are natural features in many coast- al areas, and they can erode during storms and recover naturally over time. The natural recovery process can be accelerated by replacing the eroded dune with compatible sand, planting dune grasses, and installing sand fences (see Chapter 5 of Rogers and Nash, 2003). In general, these activities should not be considered as detrimental, even if part of the dune lies under a building's footprint. The addition of sand to restore a site to its pre -storm grades and stabilization with dune vegetation will likely do more good than potential harm in terms of flood damage reduction. Concerns about placement of non- structural, clean sand under and around beachfront buildings should not be the basis for prohibiting dune maintenance and construction, beach nourishment, or similar activities. Dune construction, repair, and reconstruction under or around an elevated building matt be assumed to be acceptable (without engineering analysis or certification) as long as: 1) the scale and location of the dune work is consistent. with local beach -dune morphology, and 2) vertical clearance is maintained between the top of the dune and the building's floor system. Note, however, this guidance is not intended to give license to violate the other limitations on use of fill where buildings are distant from the shoreline and where dunes would not otherwise occur naturally. Ground Elevations At or Above the BFE In some V zones, it is not uncommon to have ground elevations at or above the BFE, particu- larly along shorelines with well- developed dune fields. Having a mapped V zone with a BFE at or below grade seems counterintuitive, but it is possible because of two V zone mapping con- siderations: 24 Technical Bul I eTin 5 — auGuST 2008 n Dune erosion. Dunes can erode during the base flood (or lesser floods), resulting in a substantial lowering of the pre -storm grade to a level below the mapped BFE. The BFE is mapped based on surge and waves passing over the lowered ground surface. n The presence of a primary frontal dune. V zones are mapped to the inland extent (heel) of the primary frontal dune. The BFE on the seaward face of the dune will be extended as a horizontal line from the seaward toe, through the dune feature, to the location of the heel. Having grade elevations at or above the BFE may complicate, but does not eliminate, the need to comply with V zone design and construction requirements. But this prompts a question: how does the free -of- obstruction requirement apply in this sit- uation: Because the soil at the site may erode during a severe coastal flood event, the area under the building will be ex- posed — this exposed area must be free of obstructions. Excavation to place the low- est floor at the BFE is not recommended, and may in fact violate the NFIP regula- tion not to alter sand dunes if such alteration increases potential flood hazards. The same free -of- obstruction considerations that apply to buildings elevated far above grade apply to elevated buildings where the lowest floors are at or near grade. The buildings must still be designed and constructed on pile or column foundations that are embedded deep into the ground, and the bottoms of the lowest horizontal supporting members must still be at or above the BFE. As rioted in the section on Fill, a 2 -foot vertical clearance between the bot- tom of the lowest horizontal supporting member and the ground is recommended. The soil around such buildings should be graded to drain water awav from the foundations. Restroom Buildings and Comfort Stations One question that arises is whether restroom buildings or comfort stations can be treated dif- ferently than other types of V zone structures and be constructed below the BFE, particularly when those facilities are situated in public parks or recreation areas. The answer is no. These structures must meet the same V zone design and construction requirements as other build- ings. Septic Systems Post - disaster assessments show that buried septic systems and mounded septic systems in V zones frequently are exposed and /or displaced. In addition to compromising their subse- quent use, damage to these systems can release their contents. Septic systems frequently are destroyed if they are near the shoreline. Therefore, septic systems should be located either outside areas subject to erosion during the base flood or, if placed in an area subject to ero- sion, below the depth of expected erosion. This latter stipulation may conflict with septic system groundwater considerations, in which case a septic system is not appropriate for the area. Septic system tanks must not be structurally attached to building foundations. Plumbing and piping connections will be required, and these items are allowed in V zones. However, plumb- ing and piping components must not be attached to or pass through breakaway wall panels. Technical BulIeTin 5— auGuST2008 25 Mounded septic systems can require significant volumes of fill, which, if placed under or im- mediately adjacent to buildings, likely will constitute an obstruction that diverts flood flow and waves. Mounded septic systems may be allowed in V zones if they will not worsen flood and wave conditions for the buildings they serve, or for other nearby buildings (see the discussion in the section on Fill for guidance on evaluating mounded systems near elevated buildings). An additional consideration for septic systems in V zones is addressed by Section 60.3 (a) (6) (ii) of the NFIP regulations, which requires "on -site waste disposal systems to be located to avoid impairment to them or contamination from them during flooding." FEMA 348 provides ad- ditional guidance. Swimming Pools and Spas Two primary considerations are related to the placement of swimming pools and spas under or adjacent to buildings in V zones: n Whether the pool and. /or spa configuration is subject to NFIP use limitations for enclosed areas under elevated buildings, and n U'liether the pool or spa will lead to increased flood loads on buildings or exacerbate scour and erosion near buildings. The NFIP permits a swimming pool or spa to be placed be- neath an elevated building only if the top of the pool /spa and accompanying deck or walkway are flush with the exist- Pools and spas are allowed adjacent to coastal build- ings only if these amenities will not act as obstruc- tions that lead to damage to nearby buildings. This ef- fectively means that most pools and spas must be in- stalled in- ground (either frangible or immovable), or completely elevated above the BFE. This constraint ap- plies where the ground level is below, at, or above the BFE. ing grade, and only if the space around the pool /spa remains unenclosed. However, some states and communities may prohibit restrict pools and spas beneath elevated buildings — designers should check with the jurisdiction for any additional requirements. The NFIP limits the use of enclosures to parking of vehicles, building access, and storage. Because pools and spas are for recreational use, they are not allowed to be enclosed, even if enclosed by glass or breakaway walls. Use of lattice and insect screening around pools and spas is permitted. Registered design professionals must certify to local officials that a pool or spa beneath or near a V zone building will not be subject to flotation or displacement that vrill damage build- ing foundations during a coastal flood. Figure 18 shows a case where a spa was displaced and likely caused failure of two piles that supported an elevated deck. Pools, pool decks, and walk- ways that are placed tinder or adjacent to coastal buildings must be structurally independent of the building and its foundation. 26 Technical BulIeTin 5— auGuST2008 Figure 18. Movement of a spa likely caused failure of two piles supporting an elevated deck. The NFIP The U.S. Congress established the NFIP with the passage of the National Flood Insurance Act of 1968. The NFIP is a Federal program enabling property owners in participating com- munities to purchase insurance as protection against flood losses, in exchange for State and community floodplain management regulations that reduce future flood damages. Participa- tion in the NFIP is based on an agreement between communities and the Federal Government. If a community adopts and enforces adequate floodplain management regulations, FEMA will make flood insurance available within the community. Title 44 of the U.S Code of Federal Regulations contains the NFIP criteria for floodplain man- agement, including design and construction standards for new and substantially improved buildings located in SFHAs identified on the NFIP's Flood Insurance Rate Maps. FEMA en- courages communities to adopt floodplain management regulations that exceed the minimum NFIP criteria. As an insurance alternative to disaster assistance, the NFIP reduces the escalat- ing costs of repairing damage to buildings and their contents caused by floods. NFIP Technical Bulletins This is one of a series of Technical Bulletins that FEMA has produced to provide guidance concerning the building performance requirements of the NFIP. These requirements are con- tained in Title 44 of the U.S. Code of Federal Regulations at Section 60.3. The bulletins are intended for use by State and local officials responsible for interpreting and enforcing the re- quirements in their floodplain management regulations and building codes, and by members of the development community, such as design professionals and builders. New bulletins, as well as updates of existing bulletins, are issued periodically, as necessary. The bulletins do not create regulations; rather, they provide specific guidance for complying with the requirements of existing NFIP regulations. Users of the Technical Bulletins who need additional guidance Technical Bul I eTin 5 — auGuST 2008 27 should contact their NFIP State Coordinator or the appropriate FEND regional office. The User's Guide to Technical Bulletins (littp://wiNiNr.f'eiiia.gov/pdf,/fiina/giiide0l.pdf) lists the bul- letins issued to date. Ordering Technical Bulletins The quickest and easiest way to acquire copies of FENLN's Technical Bulletins is to down- load them from the FEMA website (http: / / -.fema.gov/ plan /prevent /floodplain /techbul. shtm). Technical Bulletins also may be ordered free of charge from the FENLA, Publications Ware- house by calling 1- 800 - 480 -2520, or by faxing a request to 301 - 362 -5355, Monday through Friday between 8 a.m. and 5 p.m. EST. Please provide the FEMA publication number, title, and quantity of each publication requested, along with your name, address, zip code, and day- time telephone number. Written requests may be also be submitted by mail to the following address: FEMA Publications P.O. Box 2012 Jessup, MD 20794 Further Information The following sources provide further information concerning free -of- obstruction require- ments. American Society of Civil Engineers, Structural Engineering Institute. 2005. Flood Resistant Design and Construction, ASCE /SEI 24-05. FENLA. 1993. NFIP Technical Bulletin 4 -93, Elevator Installation for Buildings in Special Flood Hazard Areas. FENIA. 1999. Protecting Building Utilities from Flood Damage. FEND 348. FENIA. 2003. Guidelines and Speci cations for Flood Hazard Mapping Partners, Appendix D: Guid- ance for Coastal Flooding Analyses and Mapping. FENIA. 2005. Coastal Construction Manual, FENIA 55CD (3rd edition). FEND. 2005. Home Builder's Guideto Coastal Construction: Technical Fact Sheet Series, FENLN 499. FENLN. 2008. NFIP Technical Bulletin 2 -08, Flood Damage- Resistant Material Requirements for Buildings Located in Special Flood Hazard Areas. 28 Technical Bu I eTin 5 — auGuST 2008 FEMA. 2008. NFIP Technical Bulletin 9 -08, Design and Construction Guidance for Breakaway Walls Below Coastal Buildings. FEMA. 2008. Flood Insurance Manual. Rogers, S.M., Jr. and D. Nash. 2003. The Dune Book. North Carolina Sea Grant Report SG -03 -03. USAGE. 2002. Coastal Engineering Manual. Glossary Accessory structure — A structure that is on the same parcel of property as a principal struc- ture, the use of which is incidental to the use of the principal structure. Base ood —The flood having a I- percent chance of being equaled or exceeded in any given vear, commonly referred to as the "100 -year flood." The base flood is the national standard used by the NFIP and all Federal agencies for the purposes of requiring the purchase of flood insurance and regulating new development. Base ood elevation (BFE) — The height of the base (1- percent annual chance or 100 -year) flood in relation to the datum specified on the community's flood hazard map, usually the National Geodetic Vertical Datum of 1929 (NGVT)), or the North American Vertical Datum of 1988 (NAND). Coastal H igh Hazard Area — An area of special flood hazard extending from offshore to the inland limit of a primary frontal dime along an open coast and any other area subject to high - velocity wave action from storms or seismic sources. Design ood elevation (DFE) —Elevation of the design flood, including wave effects, relative to the datum specified on a community's flood hazard map. Enclosure or enclosed area — Areas created by a crawlspace or solid walls that fully enclose areas below the BFE. Federal Emergency Management Agency (FEMA) — The Federal agency that, in addition to carrying out other activities, administers the National Flood Insurance Program. Flood Insurance Rate Map (FIRM) — The official map of a community on which FEMA has delineated both the special flood hazard areas (SFIIAs) and the risk premium zones appli- cable to the community. Flow diversion — Change in course of flood flow when it encounters an object or structure. Diversion can be accompanied by an increase in the local flood level and /or flood velocity when the blockage is large relative to the area through which the flow would otherwise pass. Technical Bul I eTin 5 — auGuST 2008 29 Hydrodynamic load — The load imposed on an immersed object, such as a foundation element or enclosure wall, by water flowing against and around it. The magnitude of the hy- drodynamic load varies as a function of velocity and other factors. Lowest oor — The lowest floor of the lowest enclosed area of a building, including a base- ment. Any NFIP- compliant unfinished or flood- resistant enclosure usable solely for parking of vehicles, building access, or storage (in an area other than a basement) is not considered a building's lowest floor, provided the enclosure does not render the structure in violation of the applicable design requirements of the NFIP. Mitigation Directorate —The component ofFEMA directly responsible for administering the flood hazard identification and floodplain management aspects of the NFIP. Primary frontal dune — The Primary Frontal Dune is a continuous or nearly continuous mound or ridge of sand with relatively steep seaward and landward slopes immediately land- ward and adjacent to the beach and subject to erosion and overtopping from high tides and waves during major coastal storms. The landward limit of the primary frontal dune, also known as the toe or heel of the dune, occurs at a point where there is a distinct change from a relatively steep slope to a relatively mild slope. The primary frontal dune toe represents the landward extension of the Zone VF coastal high hazard velocity zone. Registered Design Professional — An individual who is registered or licensed to practice their respective design profession as defined by the statutory requirements of the professional registration laws of the State or jurisdiction in which the project is to be constructed. Special Flood Hazard Area (SFHA) —An area delineated on a Flood Insurance Rate Map as being subject to inundation by the base flood and designated as Zone A, AE, AI -A30, AR, AO, AH, A99, `, W, or V1-V30. Substantial damage — Damage of any origin sustained by a structure whereby the cost of re- storing the structure to its before - damaged condition would equal or exceed 50 percent of the market value of the structure before the damage occurred. Structures that are determined to be substantially damaged are considered to be substantial improvements, regardless of the actual repair work performed. Substantial improvement — Any reconstruction, rehabilitation, addition, or other improve- ment of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure (or smaller percentage if established by the community) before the "start of con- struction" of the improvement. This term includes structures that have incurred "substantial damage," regardless of the actual repair work performed. Wave re ection — Return or redirection of a wave striking an object. Wave runup — Rush of a wave up a slope or structure. i0 Technical Bul I eTin 5 — auGuST 2008