§ 10.4.3. Development regulations.

(A)

Public access. Where the public has established an accessway through private lands to lands seaward of mean high tide or water line by prescription, prescription easement, or other legal means, development or construction shall not interfere with the right of access unless a comparable alternative accessway is provided. The developer shall have the right to improve, consolidate, or relocate those public accessways so long as they are: (Ord. No. 32-16, § 2, 12-6-16)

(1)

Of substantially similar quality and convenience to the public; (Ord. No. 32-16, § 2, 12-6-16)

(2)

Approved by the local government and approved by the Department of Natural Resources whenever improvements are involved seaward of the coastal construction line; and (Ord. No. 32-16, § 2, 12-6-16)

(3)

Consistent with the coastal management element of the local Comprehensive Plan. (Ord. No. 32-16, § 2, 12-6-16)

(B)

Location of construction. Construction, except for elevated walkways, lifeguard support stands, piers, beach access ramps, gazebos, and coastal or shore protection structures, shall be located a sufficient distance landward of the beach to permit natural shoreline fluctuations and to preserve dune stability. Construction, including excavation, may occur to the extent that the natural storm buffering and protection capability of the dune is not diminished. (Ord. No. 32-16, § 2, 12-6-16)

(C)

Structural requirements. (Ord. No. 32-16, § 2, 12-6-16)

(1)

Design and construction. Major structures, except for mobile homes, shall be designed and constructed in accordance with Florida Building Code, latest edition, and applicable federal and state agencies. (Ord. No. 32-16, § 2, 12-6-16)

(D)

Foundations. The elevation of the soil surface to be used in the design of foundations, calculation of pile reactions and bearing capacities shall not be greater than that which would result from the erosion reasonably anticipated as a result of design storm conditions. Foundation design and construction of a major structure shall consider all anticipated loads acting simultaneously with live and dead loads. Erosion computations for foundation design shall account for all vertical and lateral erosion and scour-producing forces, including localized scour due to the presence of structural components. Foundation design and construction shall provide for adequate bearing capacity taking into consideration the type of soil present and the anticipated loss of soil above the design grade as a result of localized scour. Erosion computations are not required landward of coastal construction control lines established or updated since June 30, 1980, Upon request the Florida Department of Environmental Protection may provide information as to those areas within coastal building zones where erosion and scour of a 100-year storm event is applicable. (Ord. No. 32-16, § 2, 12-6-16)

(E)

Wave forces. (Ord. No. 32-16, § 2, 12-6-16)

(1)

Calculations for wave forces resulting from design storm conditions on building foundations and superstructures may be based upon the minimum criteria and methods prescribed in the Naval Facilities Engineering Command Design Manual, NAVFAC DM-26, U.S. Department of Navy; Shore Protection Manual, U.S. Department of the Army Corps of Engineers; U.S. Department of the Army Coastal Engineering Research Center Technical Papers and Reports; the Technical and Design Memoranda of the Division of Beaches and Shores, Florida Department of Natural Resources; or other professionally recognized methodologies which produce equivalent design criteria. (Ord. No. 32-16, § 2, 12-6-16)

(2)

Breaking, broken, and nonbreaking waves shall be considered as applicable. Design wave loading analysis shall consider vertical uplift pressures and all lateral pressures to include impact as well as dynamic loading and the harmonic intensification resulting from repetitive waves.

(F)

Hydrostatic loads. Calculations for hydrostatic loads shall consider the maximum water pressure resulting from a fully peaked, breaking wave superimposed upon the design storm surge with dynamic wave setup. Both free and hydrostatic loads shall be considered. Hydrostatic loads which are confined shall be determined by using the maximum elevation to which the confined water would freely rise if unconfined. Vertical hydrostatic loads shall be considered both upward and downward on horizontal or inclined surfaces of major structures (for example, floors, slabs, roofs, and walls). Lateral hydrostatic loads shall be considered as forces acting horizontally above and below grade on vertical inclined surfaces. Hydrostatic loads on irregular or curved geometric surfaces shall be determined by considering the separate vertical and horizontal components acting simultaneously under the distribution of the hydrostatic pressures. (Ord. No. 32-16, § 2, 12-6-16)

(G)

Hydrodynamic loads. Hydrodynamic loads shall consider the maximum water pressures resulting from the motion of the water mass associated with the design storm. Full intensity loading shall be applied on all structural surfaces above the design grade which would affect the flow velocities. (Ord. No. 32-16, § 2, 12-6-16)