{"data":{"id":"us-nyc/n.y.c.-admin.-code-bc-1912","jurisdiction":"us-nyc","citation":"N.Y.C. Admin. Code § BC 1912","heading":"Section BC 1912: Structural Integrity Requirements","body":"1912.1 General.\n\nReinforced concrete structures shall meet all the requirements of Sections 1912.1 through 1912.3. Concrete slabs on metal deck shall be governed by the provisions of Chapter 22. Reinforcement provided for gravity, seismic and wind forces or for other purposes may be regarded as forming part of, or the whole of, these requirements. Reinforcing provided for one requirement may be counted towards the other requirements.\n\n1912.2 Continuity and ties.\n\nThe structural integrity requirements of ACI 318, Sections 4.10 and 8.7.4.2, shall apply. In addition, the following requirements shall be met.\n\n1912.2.1 Slab reinforcement.\n\nAt all floor and roof levels, slabs shall have a mat of bottom reinforcement in two perpendicular (or roughly perpendicular) directions. Reinforcement in this bottom mat shall be made continuous with lap, mechanical or welded tension splices.\n\n1912.2.1.1 Bottom mat reinforcement.\n\nIn each direction, the bottom mat reinforcement shall be not less than, the steel required for temperature reinforcement. The bottom mat reinforcement shall be anchored at discontinuous edges within the column strip, reentrant corners, elevation changes and anywhere else the continuity of the reinforcing is interrupted.\n\nException: Flat plate middle strip bottom mat reinforcing perpendicular to discontinuous slab edges. In addition, the main bottom mat reinforcement in one-way slabs shall be anchored at discontinuous edges.\n\n1912.2.2 Peripheral ties.\n\nAt each floor and roof level, reinforcement forming a continuous peripheral tie shall be provided. Peripheral ties shall be located within perimeter beams or walls, where they occur, or within 4 feet (1219 mm) of the edge of slab, where perimeter beams or walls do not occur. Continuous tie reinforcement shall be equal to half of the bottom reinforcement within the edge or edge strip for two-way slabs but not less than two bars.\n\n1912.2.3 Horizontal ties.\n\nAt each column, beam reinforcement or slab bottom reinforcement shall be provided at each level that can develop a tension force equal to the maximum of Item 1 or 2:\n\n1. Three times the load entering the column at that level, using a load combination of 1.0 x DL (self weight of structure only).\n\n2. One and a half times the load entering the column at that level using the load combinations of (1.2 DL 1.6 LL) or 1.4 DL.\n\n3. For transfer elements only, in lieu of Item 1 or 2 the horizontal reinforcement shall be anchored at all supports.\n\n1912.2.3.1 Bottom reinforcing.\n\nThis beam or slab bottom reinforcement shall be distributed around the column perimeter and shall be extended on all sides of the column into the adjacent slab for at least one-third of the span length. Where reinforcing bars cannot be extended beyond the column (e.g., at slab edges and openings), they shall be hooked or otherwise developed within the column.\n\n1912.2.4 Vertical ties.\n\nEach column and each wall carrying vertical load shall be vertically tied continuously from its lowest to highest level. The vertical ties composed of vertical column reinforcement shall be capable of resisting a tensile force equal to the maximum design dead and live load received by the column or wall from any one story within four floors below. A concrete compression element subjected to load reversal may have a reinforcing bar splice length equal to the tension splice length required by ACI 318 reduced by the ratio of A\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\ts\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t required/A\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\ts\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t, provided but not less than the splice required for compression.\n\n1912.3 Precast concrete general.\n\nPrecast concrete structural elements shall be reinforced to meet all of the requirements of this section. However, reinforcement provided for gravity, seismic and wind forces and for other purposes may be regarded as forming part of, or the whole of, these requirements. Reinforcing provided for one requirement may be counted towards the other requirements.\n\n1912.3.1 Continuity and ties.\n\nThe structural integrity requirements of ACI 318, Section 4.10, shall apply. In precast and composite structures, ties within precast structural elements shall be continuous and shall be anchored to the supporting structure. In addition to Sections 1912.2.2 and 1912.2.4, the following requirements shall be met.\n\n1912.3.1.1 End connections.\n\nEnd connections of all precast slabs, beams and girders shall have an axial tension capacity equal to the larger of the vertical shear capacity of the connection at either end, or at least 2 percent of the maximum factored vertical dead and live load in the precast compression element, whichever is larger, but not less than 20 kips or 2,500 pounds per linear foot of slab (36.48 kN/m). Where more than one element frames in one direction, none of the elements or connections shall have an axial tension capacity of less than 1 percent of the column load but not less than 20 kips.\n\n1912.3.1.2 Side connections.\n\nSide connections of all precast elements shall have an axial tension capacity not less than the steel required for temperature reinforcement of the larger element at either side.\n\n1912.3.1.3 Connection forces.\n\nFor design of the connections, the transverse shear force and the axial tensile force need not be considered to act simultaneously.\n\n1912.3.2 Joints.\n\nJoints in precast structures shall not rely on friction due to gravity to transfer load.\n\n1912.3.3 Bearing.\n\nThe net bearing area shall not be less than 2 inches (51 mm) wide and 3 inches (76 mm) long in the direction of the member.","path":["New York City Administrative Code","Title 28","Chapter 7: New York City Building Code"],"source_url":"https://files.amlegal.com/pdffiles/NewYorkCity/Admin/XML.zip","current_through":"Local Law 2026/135 (enacted August 31, 2026)","vintage":"","retrieved_at":"2026-09-06T02:48:57Z","sha256":"1895fcb199e64477321ee3f7175d5d0569fa01215b952f24498af126c2897653","source_id":"us-nyc","stale":false,"prev":"us-nyc/n.y.c.-admin.-code-bc-1911","next":"us-nyc/n.y.c.-admin.-code-bc-1913"},"notice":"GroundRules: Original legal text. Not legal advice."}