(1) Except as provided in Sentences (2), (7) and (16), elements and components of buildings described in Table 4.1.8.18. and their connections to the structure shall be designed to accommodate the building deflections calculated in accordance with Article 4.1.8.13. and the element or component deflections calculated in accordance with Sentence (9), and shall be designed for a lateral force, VP, applied through the centre of mass of the element or component that is equal to:
[[FORCE_FORMULA]] Vp= 0.3FaSa(0.2) IESpWp
where,
Fa =as defined in Sentence 4.1.8.4. (7),
Sa(0.2) =spectral response acceleration value at 0.2 s, as defined in Sentence 4.1.8.4. (1),
IE =importance factor for the building, as defined in Article 4.1.8.5.,
Sp =CpArAx/Rp (the maximum value of Sp shall be taken as 4.0 and the minimum value of Sp shall be taken as 0.7), where,
Cp =element or component factor from Table 4.1.8.18.,
Ar =element or component force amplification factor from Table 4.1.8.18.,
Ax =height factor (1 + 2 hx / hn),
Rp =element or component response modification factor from Table 4.1.8.18., and
Wp =weight of the component or element. (2) For buildings other than post-disaster buildings, seismically isolated buildings and buildings with supplemental energy dissipation systems, where IEFaSa(0.2) is less than 0.35, the requirements of Sentence (1) need not apply to Categories 6 through 22 of Table 4.1.8.18. (3) For the purpose of applying Sentence (1) for Categories 11 and 12 of Table 4.1.8.18., elements or components shall be assumed to be flexible or flexibly connected unless it can be shown that the fundamental period of the element or component and its connection is less than or equal to 0.06 s, in which case the element or component is classified as being rigid or rigidly connected. (4) The weight of access floors shall include the dead load of the access floor and the weight of permanent equipment, which shall not be taken as less than 25% of the floor live load. (5) When the mass of a tank plus its contents or the mass of a flexible or flexibly connected piece of machinery, fixture or equipment is greater than 10% of the mass of the supporting floor, the lateral forces shall be determined by rational analysis. (6) Forces shall be applied in the horizontal direction that results in the most critical loading for design, except for Category 6 of Table 4.1.8.18., where the forces shall be applied up and down vertically. (7) Connections to the structure of elements and components listed in Table 4.1.8.18. shall be designed to support the component or element for gravity loads, shall conform to the requirements of Sentence (1), and shall also satisfy these additional requirements:
(a) friction due to gravity loads shall not be considered to provide resistance to seismic forces,
(b) Rp for non-ductile connections, such as adhesives or power actuated fasteners, shall be taken as 1.0,
(c) Rp for anchorage using shallow expansion, chemical, epoxy or cast-in place anchors shall be 1.5, where shallow anchors are those with a ratio of embedment length to diameter of less than 8,
(d) power-actuated fasteners and drop-in anchors shall not be used for tension loads,
(e) connections for non-structural elements or components of Category 1, 2 or 3 of Table 4.1.8.18. attached to the side of a building and above the first level above grade shall satisfy the following requirements:
(i) for connections where the body of the connection is ductile, the body shall be designed for values of CP, Ar and Rp given in Table 4.1.8.18., and all of the other parts of the connection, such as anchors, welds, bolts and inserts, shall be capable of developing 2.0 times the nominal yield resistance of the body of the connection, and
(ii) connections where the body of the connection is not ductile shall be designed for values of Cp=2.0, Rp =1.0 and Ar given in Table 4.1.8.18., and
(f) a ductile connection is one where the body of the connection is capable of dissipating energy through cyclic inelastic behaviour. (8) Floors and roofs acting as diaphragms shall satisfy the requirements for diaphragms stated in Article 4.1.8.15. (9) Lateral deflections of elements or components shall be based on the loads defined in Sentence (1) and lateral deflections obtained from an elastic analysis shall be multiplied by Rp/IE to give realistic values of the anticipated deflections. (10) The elements or components shall be designed so as not to transfer to the structure any forces unaccounted for in the design, and rigid elements such as walls or panels shall satisfy the requirements of Sentence 4.1.8.3. (6). (11) Seismic restraint for suspended equipment, pipes, ducts, electrical cable trays, etc. shall be designed to meet the force and displacement requirements of this Article and be constructed in a manner that will not subject hanger rods to bending. (12) Isolated suspended equipment and components, such as pendant lights, may be designed as a pendulum system provided that adequate chains or cables capable of supporting 2.0 times the weight of the suspended component are provided and the deflection requirements of Sentence (11) are satisfied. (13) Free-standing steel pallet storage racks are permitted to be designed to resist earthquake effects using rational analysis, provided the design achieves the minimum performance level required by this Subsection. (14) Except as provided in Sentence (15), the relative displacement of glass in glazing systems, Dfallout , shall be equal to the greater of,
(a) 13 mm, or
(b) Dfallout ≥ 1.25IEDp ,
where,
Dfallout =relative displacement at which glass fallout occurs, and
Dp =relative earthquake displacement that the component must be designed to accommodate, calculated in accordance with Article 4.1.8.13. and applied over the height of the glass component. (15) Glass need not comply with Sentence (14), provided at least one of the following conditions is met:
(a) IEFaSa(0.2) < 0.35,
(b) the glass has sufficient clearance from its frame such that Dclear ≥ 1.25 Dp calculated as follows:
Dclear= 2C1(1 +hpC2/(bpC1))
where,
Dclear =relative horizontal displacement measured over the height of the glass panel, which causes initial glass-to-frame contact,
C1=average of the clearances on both sides between the vertical glass edges and the frame,
hp =height of the rectangular glass panel,
C2=average of the top and bottom clearances between the horizontal glass edges and the frame, and
bp =width of the rectangular glass panel,
(c) the glass is fully tempered, monolithic, installed in a building that is not a post-disaster building, and no part of the glass is located more than 3 m above a walking surface, or
(d) the glass is annealed or heat-strengthened laminated glass in a single thickness with an interlayer no less than 0.76 mm and captured mechanically in a wall system glazing pocket with the perimeter secured to the frame by a wet, glazed, gunable, curing, elastomeric sealant perimeter bead of 13 mm minimum glass contact width. (16) For a structure with supplemental energy dissipation, the following criteria shall apply:
(a) the value of Sa(0.2) used in Sentence (1) shall be determined from the mean 5% damped floor spectral acceleration values at 0.2 s by averaging the individual 5% damped floor spectra at the base of the structure determined using Non-Linear Dynamic Analysis, and
(b) the value of Fa used in Sentence (1) shall be 1.