【正文】 sonry not lower than 。 amax — Max. value of seismic influence coefficient。 Ehk — Horizontal seismic action standard value。 and tying joints shall be adopted for other cases, the stirrup spacing within the reinforcement splicing length shall be no greater than 100mm。 III. For frame columns and columns with the ratio of height to sectional height not greater than 4, the stirrup spacing shall not be greater than 100mm. The vertical and transversal distributed reinforcement in antiseismic walls shall be in doublerow arrangement at all portions for Grade I and at reinforced portions for Grade II。 fv — Shearing strength design value for masonry in nonantiseismic design。 for tall highrise buildings on ground type III for Grade IV, the minimum reinforcing ratio of distributed reinforcement at ordinary portions shall be no less than %. Reinforcing requirements for distributed reinforcement in antiseismic walls Table Antiseismic grade Min. reinforcing ratio (%) Max. spacing (mm) Min. diameter Ordinary portion Reinforced part I 300 Φ 8 II III and IV In the frame – antiseismic wall structure, the reinforcing ratio for the vertical and transversal distributed reinforcement in antiseismic wall plates shall be no less than %, and they shall be in doublerow arrangement, with the tying bar spacing no greater than 600mm. Design specification for concrete structures GBJ 10 – 89 In the antiseismic design, the normal sectional bending, pression, tensile and local pression bearing capacity of various members shall all be calculated as for nonantiseismic design, and the oblique sectional shearing bearing capacity shall be taken as times the calculation result for nonantiseismic design. Design and construction regulations for reinforced concrete highrise building structures JGJ 3 – 91 — 11 — The maximum height of buildings to which this regulation is applicable shall ply with the requirements in Table . Max. height of applicable buildings (m) Table Structure system Nonanti seismic design Antiseismic protection intensity Degree 6 Degree 7 Degree 8 Degree 9 Frame Castinsitu 60 60 55 45 25 Assembled integral 50 50 35 25 ? Frameshearing wall and frame silo Castinsitu 130 130 120 100 50 Assembled integral 100 100 90 70 ? Castinsitu shearing wall Wall with no support frame 140 140 120 100 60 Wall with part of support frame 120 120 100 80 ? Silo in silo and bundle of silos 180 180 150 120 70 Notes: ① The building height refers to the height from outdoor ground surface to eave, not including that of the part locally protruding out of the roofing, such as water tank and elevator chamber. ② When the building height has exceeded the values specified in the table, there shall be reliable basis for the design and effective measures shall be taken. ③ The height in the table shall be lowered as appropriate for buildings on type IV ground or for irregular buildings. The antiseismic joints shall be provided along the full height of the building. The antiseismic joint can be omitted for the foundation, provided that the structure and connection of the foundation at the location of antiseismic joints shall be enhanced. Between the structural units or between the tower building and skirt, antiseismic joints shall not be provided by using bracketed beams. The width of settlement joints and antiseismic joints shall take into account the requirements for structural top point displacement due to foundation rotation. Light Aggregate Reinforced Concrete Structures Design regulations for light aggregate reinforced concrete structures JGJ 12 – 99 In the antiseismic design for light aggregate reinforced concrete structural members, different antiseismic grades shall be adopted according to the structure type, building height and protection intensity, and the corresponding calculation and structural provision requirements shall be plied with. For frame beams, columns and nodes, when they are designed for antiseismic grade I, the strength grade of light aggregate concrete shall be no lower than CL30, and when they are — 12 — designed for antiseismic grade II and III, the strength grade of light aggregate concrete shall be no lower than CL20. The strength grade of light aggregate concrete for shearing walls shall be no less than CL20. In the light aggregate concrete structures in seismic zones, the strength grade of light aggregate concrete shall be no greater than CL40. 4. Antiseismic Design for Multistoreyed Masonry Structures General Provisions Antiseismic design specification for buildings GBJ 11 – 89 The total height and number of storeys of multistoreyed masonry buildings shall not exceed the provisions in Table 。 IV. For the distributed reinforcement joints in antiseismic walls, vertical bars at reinforced portions for Grade I and II shall be connected by welding or mechanical means when the diameter is — 9 — greater than ?22, and tied in other cases, provided that the splicing positions in the reinforced portion shall be staggered apart by every other bar.。 wk — Wind load standard value。 Tg — Characteristics period, to be taken from Table according to site type and near and far earthquakes. — 6 — Characteristics period value (s) Table Near or far earthquake Type of site I II III IV Near earthquake Far earthquake The antiseismic proof calculation for structures shall ply with the following provisions: I. For buildings for intensity degree 6 (except tall highrise buildings on type IV site), sectional antiseismic proof calculation can be omitted, but it shall ply with the requirements of antiseismic provisions。 Design specification for concrete structures GBJ 10 – 89 In the design for antiseismic grades I and I