The following standards apply to new development, including new and substantially improved structures, in the areas of special flood hazard zone shown on the Flood Insurance Rate Map designated in §169-6:
A. 
Coastal high-hazard areas and Coastal A Zones. The following requirements apply within VE and Coastal A Zones:
[Amended 11-14-2023 by L.L. No. 34-2023]
(1) 
All new construction, including manufactured homes and recreational vehicles on site 180 days or longer and not fully licensed for highway use, shall be located landward of the reach of high tide.
(2) 
The use of fill for structural support of buildings, manufactured homes or recreational vehicles on site 180 days or longer is prohibited.
(3) 
There shall be no alteration of sand dunes which would increase potential flood damage. Any disturbance of sand and/or earthen material shall be conducted in strict compliance with state or local coastal erosion hazard area regulations.
B. 
Subdivision and development proposals. The following standards apply to all new subdivision proposals and other proposed development in areas of special flood hazard (including proposals for manufactured home and recreational vehicle parks and subdivisions):
[Amended 11-14-2023 by L.L. No. 34-2023]
(1) 
Proposals shall be consistent with the need to minimize flood damage;
(2) 
Public utilities and facilities such as sewer, gas, electrical and water systems shall be located and constructed so as to minimize flood damage; and
(3) 
Adequate drainage shall be provided to reduce exposure to flood damage.
(4) 
Proposed development shall not result in physical damage to any other property (e.g., stream bank erosion or increased flood velocities). If requested by the Local Administrator, the applicant shall provide a technical analysis, by a licensed professional engineer, demonstrating that this condition has been met.
(5) 
Proposed development shall be designed, located, and constructed so as to offer the minimum resistance to the flow of water and shall be designed to have a minimum effect upon the height of floodwater.
(6) 
Any equipment or materials located in a special flood hazard area shall be elevated, anchored, and floodproofed as necessary to prevent flotation, flood damage, and the release of hazardous substances.
(7) 
No alteration or relocation of a watercourse shall be permitted unless:
(a) 
A technical evaluation by a licensed professional engineer demonstrates that the altered or relocated segment will provide conveyance equal to or greater than that of the original stream segment and will not result in physical damage to any other property;
(b) 
If warranted, a conditional revision of the Flood Insurance Rate Map is obtained from the Federal Emergency Management Agency (FEMA), with the applicant providing the necessary data, analyses, and mapping and reimbursing the Town of Southampton for all fees and other costs in relation to the application; and
(c) 
The applicant provides assurance that maintenance will be provided so that the flood-carrying capacity of the altered or relocated portion of the watercourse will not be diminished.
C. 
Encroachments.
(1) 
Within AE Zones on streams without a regulatory floodway, no new construction, substantial improvements or other development (including fill) shall be permitted unless:
(a) 
The applicant demonstrates that the cumulative effect of the proposed development, when combined with all other existing and anticipated development, will not increase the water surface elevation of the base flood more than one foot at any location; or
(b) 
The Town of Southampton agrees to apply to the Federal Emergency Management Agency (FEMA) for a conditional FIRM revision, FEMA approval is received and the applicant provides all necessary data, analyses and mapping and reimburses the Town of Southampton for all fees and other costs in relation to the application. The applicant must also provide all data, analyses and mapping and reimburse the Town of Southampton for all costs related to the final map revision.
(2) 
On streams with a regulatory floodway, as shown on the Flood Boundary and Floodway Map or the Flood Insurance Rate Map adopted in § 169-6, no new construction, substantial improvements or other development in the floodway (including fill) shall be permitted unless:
(a) 
A technical evaluation by a licensed professional engineer shows that such an encroachment shall not result in any increase in flood levels during occurrence of the base flood; or
(b) 
The Town of Southampton agrees to apply to the Federal Emergency Management Agency (FEMA) for a conditional FIRM and floodway revision, FEMA approval is received and the applicant provides all necessary data, analyses and mapping and reimburses the Town of Southampton for all fees and other costs in relation to the application. The applicant must also provide all data, analyses and mapping and reimburse the Town of Southampton for all costs related to the final map revisions.
(3) 
In a special flood hazard area, if any development is found to increase or decrease base flood elevations, the Town of Southampton shall, as soon as practicable, but not later than six months after the date such information becomes available, notify FEMA and the New York State Department of Environmental Conservation of the changes by submitting technical or scientific data in accordance with standard engineering practice.
[Added 11-14-2023 by L.L. No. 34-2023]
D. 
Zoning district classification. Any land in the area of special flood hazard shall retain the district classification into which it has been placed by Chapter 330, Zoning, but shall additionally be subject to the provisions and requirements of this chapter.
E. 
Accessory structures including detached garages. The following standards apply to new and substantially improved accessory structures, including detached garages, in the areas of special flood hazard shown on the Flood Insurance Rate Map.
[Added 11-14-2023 by L.L. No. 34-2023]
(1) 
The accessory structure must meet the definition of "structure," for floodplain management purposes, provided in 44 CFR 59.1, where "walled and roofed" shall be interpreted as having two outside rigid walls and a fully secured roof.
(2) 
The accessory structure should be small, as defined by the community and approved by FEMA, and represent a minimal investment. Accessory structures of any size may be considered for a variance; however, FEMA considers accessory structures that meet the following criteria to be small and therefore not necessarily in need of a variance, if the community chooses to allow it:
(a) 
Located in an A Zone (A, AE, A1-A30, AR, A99) and less than or equal to the size of a one-story, two-car garage.
(b) 
Located in a V Zone (V, VE, V1-V30) and less than or equal to 100 square feet.
(3) 
Accessory structures must be anchored as required in § 169-15A.
(4) 
The portions of the accessory structure located below BFE plus two feet of freeboard must be constructed with flood-resistant materials.
(5) 
Mechanical and utility equipment for the accessory structure must be elevated or dry floodproofed to or above BFE plus two feet of freeboard.
(6) 
Within Zones AO and Zone A, if base flood elevation data are not available, areas below three feet above the highest adjacent grade shall be constructed using methods and practices that minimize flood damage.
(7) 
The accessory structure must comply with the floodway encroachment provisions of the NFIP.
(8) 
The accessory structure must be wet floodproofed to protect the structure from hydrostatic pressure. The design must meet the NFIP design and performance standards for openings per 44 CFR 60.3(c)(5) and must allow for the automatic entry and exit of floodwaters without manual operation or the presence of a person (or persons).
(9) 
Within Zones V1-V30, VE, and V, unelevated accessory buildings must be unfinished inside, constructed with flood-resistant materials, and used only for storage. When an accessory building is placed in these zones, the design professional must determine the effect that debris from the accessory building will have on nearby buildings. If the accessory building is large enough that its failure could create damaging debris or divert flood flows, it must be elevated above the base flood elevation plus two feet.
A. 
Anchoring. New structures and substantial improvement to structures in areas of special flood hazard shall be anchored to prevent flotation, collapse, or lateral movement during the base flood. This requirement is in addition to applicable state and local anchoring requirements for resisting wind forces.
B. 
Construction materials and methods.
(1) 
New construction and substantial improvements to structures shall be constructed with materials and utility equipment resistant to flood damage.
(2) 
New construction and substantial improvements to structures shall be constructed using methods and practices that minimize flood damage.
(3) 
For enclosed areas below the lowest floor of a structure within AE Zones, new and substantially improved structures shall have fully enclosed areas below the lowest floor that are usable solely for the parking of vehicles, building access or storage in an area other than a basement and that are subject to flooding designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of floodwaters. Designs for meeting this requirement must either be certified by a licensed professional engineer or architect or meet or exceed the following minimum criteria:
(a) 
A minimum of two openings having a total net area of not less than one square inch for every square foot of enclosed area subject to flooding; and
(b) 
The bottom of all such openings no higher than one foot above the lowest adjacent finished grade.
(c) 
Openings may be equipped with louvers, valves, screens or other coverings or devices, provided they permit the automatic entry and exist of floodwaters. Enclosed areas subgrade on all sides are considered basements and are not permitted.
(4) 
Within VE Zones, new construction and substantial improvements shall have the space below the lowest floor either free from obstruction or constructed with nonsupporting breakaway walls, open wood lattice-work or insect screening intended to collapse under wind and water loads without causing collapse, displacement, or other structural damage to the elevated portion of the building or supporting foundation system. The enclosed space below the lowest floor shall be used only for the parking of vehicles, building access or storage. Use of this space for human habitation is expressly prohibited. The construction of stairs, stairwells and elevator shafts are subject to the design requirements for breakaway walls.
C. 
Utilities.
(1) 
New and replacement electrical equipment, heating, ventilating, air-conditioning, plumbing connections, and other service equipment shall be located at or least two feet above the base flood elevation or be designed to prevent water from entering and accumulating within the components during a flood and to resist hydrostatic and hydrodynamic loads and stresses. Electrical wiring and outlets, switches, junction boxes and panels shall be elevated to or above the base flood elevations unless they conform to the appropriate provisions of the electrical part of the Building Code of New York State or the Residential Code of New York State for location of such items in wet locations;
[Amended 11-14-2023 by L.L. No. 34-2023]
(2) 
New and replacement water supply systems shall be designed to minimize or eliminate infiltration of floodwaters into the system;
(3) 
New and replacement sanitary sewage systems shall be designed to minimize or eliminate infiltration of floodwaters. Sanitary and sewer and storm drainage systems for buildings that have openings below the base flood elevation shall be provided with automatic backflow valves or other automatic backflow devices that are installed in each discharge line passing through a building's exterior wall; and
(4) 
On-site waste disposal systems shall be located to avoid impairment to them or contamination from them during flooding.
D. 
Storage tanks.
[Added 11-14-2023 by L.L. No. 34-2023]
(1) 
Underground tanks shall be anchored to prevent flotation, collapse and lateral movement during conditions of the base flood.
(2) 
Aboveground tanks shall be: i) anchored to prevent flotation, collapse or lateral movement during conditions of the base flood; or ii) installed at or above the base flood elevation as shown on the Flood Insurance Rate Map plus two feet.
[Amended 11-14-2023 by L.L. No. 34-2023}
A. 
Elevation. The following standards apply to new and substantially improved residential structures located in areas of special flood hazard, in addition to the requirements in § 169-14B, Subdivision and development proposals; § 169-14C, Encroachments; and § 169-15, Standards for all structures:
(1) 
Within AE Zones new construction and substantial improvements shall have the top of the lowest floor (including basement) elevated to or above two feet above the base flood elevation, as identified by the Flood Insurance Rate Map (FIRM) for the Town of Southampton as established in § 169-6.
(2) 
For enclosed areas below the lowest floor of a structure within AE Zones new and substantially improved structures shall have fully enclosed areas below the lowest floor that are used solely for the parking of vehicles, building access or storage in an area other than a basement and that are subject to flooding designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of floodwaters. Designs for meeting this requirement must either be certified by a licensed professional engineer or architect or meet or exceed the following minimum criteria:
(a) 
A minimum of two openings having a total net area of not less than one square inch for every foot of enclosed area subject to flooding; and
(b) 
The bottom of all such openings no higher than one foot above the lowest adjacent finished grade.
(c) 
Openings may equipped with louvers, valves, screens or other coverings or devices, provided they permit the automatic entry and exit of floodwaters. Enclosed areas subgrade on all sides are considered basements and are not permitted.
(3) 
Within Zone A, when no base flood elevation data are available, a base flood elevation shall be determined by either:
(a) 
Obtain and reasonably use data available from a federal, state, or other source plus two feet of freeboard; or
(b) 
Determine the base flood elevation in accordance with accepted hydrologic and hydraulic engineering practice, plus two feet of freeboard. Determinations shall be undertaken by a registered design professional who shall document that the technical methods used reflect currently accepted engineering practice. Studies, analyses, and computations shall be submitted in sufficient detail to allow thorough review and approval.
[Amended 11-14-2023 by L.L. No. 34-2023]
The following standards, in addition to the standards in § 169-14A, coastal high-hazard areas and Coastal A Zones, § 169-14B, Subdivision and development proposals, and § 169-15, Standards for all structures, apply to new and substantially improved residential structures located in areas of special flood hazard shown as VE and Coastal A Zones:
A. 
Elevation. New construction and substantial improvements shall be elevated on pilings, columns or shear walls such that the bottom of the lowest horizontal structural member supporting the lowest elevated floor (excluding columns, piles, diagonal bracing attached to the piles or columns, grade beams, pile caps and other members designed to either withstand storm action or break away without imparting damaging loads to the structure) is elevated to or above two feet above base flood elevation so as not to impede the flow of water, as identified in the Flood Insurance Rate Map (FIRM) for the Town of Southampton as established in § 169-6.
B. 
Determination of loading forces. Structural design shall consider the effects of wind and water loads acting simultaneously during the base flood on all building components.
(1) 
The structural design shall be adequate to resist water forces that would occur during the base flood. Horizontal water loads considered shall include inertial and drag forces of waves, current drag forces, and impact forces from waterborne storm debris. Dynamic uplift loads shall also be considered if bulkheads, walls, or other natural or man-made flow obstructions could cause wave runup beyond the elevation of the base flood.
(2) 
Buildings shall be designed and constructed to resist the forces due to wind pressure. Wind forces on the superstructure include windward and leeward forces on vertical walls, uplift on the roof, internal forces when openings allow wind to enter the house, and upward force on the underside of the house when it is exposed. In the design, the wind should be assumed to blow potentially from any lateral direction relative to the house.
(3) 
Wind loading values used shall be those required by the Building Code.
C. 
Foundation standards.
(1) 
The pilings or column foundation and structure attached thereto shall be adequately anchored to resist flotation, collapse or lateral movement due to the effects of wind and water pressure acting simultaneously on all building components. Foundations must be designed to transfer safely to the underlying soil all loads due to wind, water, dead load, live load and other loads (including uplift due to wind and water).
(2) 
Spread footings and fill material shall not be used for structural support of a new building or substantial improvement of an existing structure.
D. 
Pile foundation design.
(1) 
Pile spacing. The design ratio of pile spacing to pile diameter shall not be less than eight to one for individual piles; however, this would not apply to pile cluster located below the design grade. The maximum center-to-center spacing of wood piles shall not be more than 12 feet on center under load-bearing sills, beams or girders.
(2) 
Pile embedment. Piles shall have adequate soil penetration (bearing capacity) to resist the combined wave and wind loads (lateral and uplift) associated with the base flood acting simultaneously with typical structure (live and dead) loads and shall include consideration of decreased resistance capacity caused by erosion of soil strata surrounding the piles. The minimum penetration for foundation piles is to an elevation of five feet below mean sea level (msl) datum if the base flood elevation is +10 msl or less or to at least 10 feet below mean sea level if the base flood elevation is greater than +10 msl.
(3) 
Column action. Pile foundation analysis shall also include consideration of piles in column action from the bottom of the structure to the stable soil elevation of the site. Pilings may be horizontally or diagonally braced to withstand wind and water forces.
(4) 
The minimum acceptable sizes for timber piles are a top diameter of eight inches for round timber piles and eight inches by eight inches for square timber piles. All wood piles must be treated in accordance with the requirements of AWPA-C3 to minimize decay and damage from fungus.
(5) 
Reinforced concrete piles shall be cast of concrete having a twenty-eight-day ultimate compressive strength of not less than 5,000 pounds per square inch and shall be reinforced with a minimum of four longitudinal steel bars having a combined area of not less than 1% nor more than 4% of the gross concrete area. Reinforcement for precast piles shall have a complete cover of not less than 1 1/4 inches for No. 6 through No. 11 bars. Reinforcement for piles cast in the field shall have a concrete cover of not less than two inches.
(6) 
Pile installation. Piles shall be driven by means of a pile driver or drop hammer, jetted or augured into place.
(7) 
Bracing. Additional support for piles in the form of bracing may include lateral or diagonal bracing between piles.
(8) 
When necessary, piles shall be braced at the ground line in both directions by a wood timber grade beam or a reinforced concrete grade beam. These at-grade supports should be securely attached to the piles to provide support even if scoured from beneath.
(9) 
Diagonal bracing between piles, consisting of two-inch by eight-inch (minimum) members bolted to the piles, shall be limited in location to below the lowest supporting structural member and above the stable soil elevation and aligned in the vertical plane along pile rows perpendicular to the shoreline. Galvanized steel rods (minimum diameter of 1/2 inch) or cable-type bracing is permitted in any plane.
(10) 
Knee braces, which stiffen both the upper portion of a pile and the beam-to-pile connection, may be used along pile rows perpendicular and parallel to the shoreline. Knee braces shall be two-by-eight lumber bolted to the sides of the pile/beam or four-by-four or larger braces framed into the pile/beam. Bolting shall consist of two five-eighths-inch galvanized steel bolts (each end) for two-by-eight members or one five-eighths-inch lag bolt (each end) for square members. Knee braces shall not extend more than three feet below the elevation of the base flood.
E. 
Column foundation design. Masonry piers or poured-in-place concrete piers shall be internally reinforced to resist vertical and lateral loads and shall be connected with a movement-resisting connection to a pile cap or pile shaft.
F. 
Connectors and fasteners. Galvanized metal connectors, wood connectors or bolts of size and number adequate for the calculated loads must be used to connect adjoining components of a structure. Toenailing as a principal method of connection is not permitted. All metal connectors and fasteners used in exposed locations shall be steel, hot-dipped galvanized after fabrication. Connectors in protected interior locations shall be fabricated from galvanized sheet.
G. 
Beam to pile connections. The primary floor beams or girders shall span the supports in the direction parallel to the flow of potential floodwater and wave action and shall be fastened to the columns of pilings by bolting, with or without cover plates. Concrete members shall be connected by reinforcement, if cast in place, or, if precast, shall be securely connected by bolting or welding. If sills, beams or girders are attached to wood piling at a notch, a minimum of two five-eighths-inch galvanized steel bolts or two hot-dipped galvanized straps 3/16 inch by four inches by 18 inches, each bolted with two one-half-inch lag bolts per beam member, shall be used. Notching of pile tops shall be the minimum sufficient to provide ledge support for beam members not to be notched so that the cross section is reduced below 50%.
H. 
Floor and deck connections.
(1) 
Wood two-inch by four-inch (minimum) connectors or metal joist anchors shall be used to tie floor joists to floor beams/girders. These should be installed on alternate floor joints, at a minimum. Cross bridging of all floor joists shall be provided. Such cross bridging may be one-inch by three-inch members, placed eight feet on center, maximum, or solid bridging of same depth as joist at same spacing.
(2) 
Plywood should be used for subflooring and attic flooring to provide good torsional resistance in the horizontal plane of the structure. The plywood should not be less than three-fourths-inch total thickness and should be exterior grade and fastened to beams or joists with 8d annular or spiral-thread galvanized nails. Such fastening shall be supplemented by the application of waterproof industrial adhesive applied to all bearing surfaces.
I. 
Exterior wall connections. All bottom plates shall have any required breaks under a wall stud or an anchor bolt. Approved anchors will be used to secure rafters or joists and top and bottom plates to studs in exterior and bearing walls to form a continuous tie. Continuous plywood sheathing 15/32 inch or thicker, overlapping the top wall plate and continuing down to the sill, beam, or girder, may be used to provide the continuous tie. If the sheets of plywood are not vertically continuous, then two-by-four nailer blocking shall be provided at all horizontal joints. In lieu of the plywood, galvanized steel rods of 1/2 inch in diameter or galvanized steel straps no less than one inch wide by 1/16 inch thick may be used to connect from the top wall plate to the fill, beam, or girder. Washers with a minimum diameter of three inches shall be used at each end of the one-half-inch-round rods. These anchors shall be installed no more than two feet from each corner and no more than four feet on center.
J. 
Ceiling joist/rafter connection.
(1) 
All ceiling joists or rafters shall be installed in such a manner that the joists provide a continuous tie across the rafters. Ceiling joists and rafters shall be securely fastened at their intersections. A metal or wood connector shall be used at alternate ceiling joist/rafter connections to the wall top plate.
(2) 
Gable roofs shall be additionally stabilized by installing two-by-four blocking on two-foot centers between the rafters at each gable end. Blocking shall be installed a minimum of eight feet toward the house interior from each gable end.
K. 
Projecting members. All cantilevers and other projecting members must be adequately supported and braced to withstand wind and water uplift forces. Larger overhangs and porches will be permitted if designed or reviewed and certified by a registered professional engineer or architect.
L. 
Roof sheathing.
(1) 
Plywood or other wood material, when used as roof sheathing, shall not be less than 15/32 inch in thickness and shall be of exterior sheathing grade or equivalent. All attaching devices for sheathing and roof coverings shall be galvanized or shall be of other suitable corrosion-resistant material.
(2) 
All corners, gable ends, and roof overhangs exceeding six inches shall be reinforced by the application of waterproof industrial adhesive applied to all bearing surfaces of any plywood sheet used in the sheathing of such corner, gable end, or roof overhang.
(3) 
In addition, roofs should be sloped as steeply as practicable to reduce uplift pressures, and special care should be used in securing ridges, hips, valleys, eaves, vents, chimneys, and other points of discontinuity in the roofing service.
M. 
Protection of openings. All exterior glass panels, windows, and doors shall be designed, detailed, and constructed to withstand loads due to the design wind speed of 120 miles per hour, three-second gust. Connections for these elements must be designed to transfer safely the design loads to the supporting structure.
N. 
Breakaway wall design standards.
(1) 
The breakaway wall shall have a design safe loading resistance of not less than 10 and not more than 20 pounds per square foot, with the criterion that the safety of the overall structure at the point of all failure be confirmed using established procedures. Grade beams shall be installed in both directions for all piles considered to carry the breakaway wall load. Knee braces are required for front row piles that support breakaway walls.
(2) 
Use of breakaway wall strengths in excess of 20 pounds per square foot shall not be permitted unless a registered professional engineer or architect has developed or reviewed the structural design and specifications for the building foundation and breakaway wall components and certifies that the breakaway walls will fail under water loads less than those that would occur during the base flood and that the elevated portion of the building and supporting foundation system will not be subject to collapse, displacement, or other structural damage due to the effects of wind and water loads acting simultaneously on all building components (structural and nonstructural). Water loading values used shall be those associated with the base flood. Wind loading values shall be those required by the Building Code.
The following standards apply to new and substantially improved commercial, industrial and other nonresidential structures located in areas of special flood hazard, in addition to the requirements in § 169-14B, Subdivision proposals; § 169-14C, Encroachments; and § 169-15, Standards for all structures.
A. 
Within AE Zones, new construction and substantial improvements of any nonresidential structure, together with attendant utility and sanitary facilities, shall either:
(1) 
Have the lowest floor, including basement or cellar, elevated to or above two feet above the base flood elevation; or
(2) 
Be floodproofed so that the structure is watertight below two feet above the base flood elevation, with walls substantially impermeable to the passage of water. All structural components located below the base flood elevation must be capable of resisting hydrostatic and hydrodynamic loads and the effects of buoyancy.
(3) 
For enclosed areas below the lowest floor of a structure within AE Zones new and substantially improved structures shall have fully enclosed areas below the lowest floor that are usable solely for the parking of vehicles, building access or storage in an area other than a basement and that are subject to flooding designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of floodwaters. Designs for meeting this requirement must either be certified by a licensed professional engineer or architect or meet or exceed the following minimum criteria:
(a) 
A minimum of two openings having a total net area of not less than one square inch for every square foot of enclosed area subject to flooding; and
(b) 
The bottom of all such openings no higher than one foot above the lowest adjacent finished grade.
(c) 
Openings may be equipped with louvers, valves, screens or other coverings or devices, provided they permit the automatic entry and exist of floodwaters. Enclosed areas subgrade on all sides are considered basements and are not permitted.
B. 
If the structure is to be floodproofed, a licensed professional engineer or architect shall develop and/or review structural design, specifications, and plans for construction. A floodproofing certificate or other certification shall be provided to the local administrator that certifies that the design and methods of construction are in accordance with accepted standards of practice for meeting the provisions of § 169-18A(2), including the specific elevation (in relation to mean sea level) to which the structure is to be floodproofed.
C. 
Within Zones AH and AO, adequate drainage paths are required to guide floodwaters around and away from proposed structures on slopes.
D. 
Within Zone A, when no base flood elevation data are available, the lowest floor (including basement) shall be elevated at least three feet above the highest adjacent grade.
[Amended 11-14-2023 by L.L. No. 34-2023]
In VE and Coastal A Zones, new construction and substantial improvements of any nonresidential structure, together with attendant utility and sanitary facilities, shall have the bottom of the lowest member of the lowest floor elevated to or above two feet above the base flood elevation. Floodproofing of structures is not an allowable alternative to elevating the lowest floor to two feet above the base flood elevation in VE and Coastal A Zones.
The following standards, in addition to the standards in § 169-14, General standards, and § 169-15, Standards for all structures, apply, as indicated, in areas of special flood hazard to manufactured homes and to recreational vehicles which are located in areas of special flood hazard.
A. 
Recreational vehicles.
(1) 
Recreational vehicles placed on sites within AE and VE Zones shall either:
(a) 
Be on site fewer than 180 consecutive days;
(b) 
Be fully licensed and ready for highway use; or
(c) 
Meet the requirements for manufactured homes in § 169-20B.
(2) 
A recreational vehicle is ready for highway use if it is on its wheels or a jacking system, is attached to the site only by quick-disconnect-type utilities and security devices and has no permanently attached additions.
B. 
A manufactured home that is placed or substantially improved in AE or VE Zones shall be elevated on a permanent foundation such that the lowest floor is elevated to or above two feet above the base flood elevation and is securely anchored to an adequately anchored foundation system to resist flotation, collapse and lateral movement. Elevation on piers consisting of dry stacked blocks is prohibited.