【文章內(nèi)容簡(jiǎn)介】 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。 II. Sectional antiseismic proof calculation shall be performed for tall highrise buildings on type IV site for intensity degree 6 and for structures for intensity degree 7 or above. The basic bination of seismic action effect and other load effect in the structural members shall be calculated using the following formula: S=γGCGGE + γEhCEhEhk + γEvCEvEvk + ΨwγwCwwk () Where S — Design value of bined internal force of the structural member, including the design value of bined bending moment, axial force and shearing force。 ?G — Gravitational load partial safety factor, normally taken as , and can be taken when the gravitational load effect is favorable to the bearing capacity of the structure。 ?Eh, ?Ev — Respectively the partial safety factor of horizontal and vertical seismic action, and shall be taken from Table 。 ?w — Wind load partial safety factor, shall be taken as 。 GE — Gravitational load characteristics value。 Ehk — Horizontal seismic action standard value。 Evk — Vertical seismic action standard value。 wk — Wind load standard value。 ?w — Wind load bined value coefficient, not considered for ordinary structures, and taken as for relatively tall highrise buildings。 CG ,CEh ,CEv ,Cw — Respectively the action effect coefficient of gravitational load, horizontal seismic action, vertical seismic action and wind load, and they should be multiplied with corresponding amplifying coefficient or adjustment coefficient. Partial safety factor of seismic action Table Seismic action ?Eh ?Ev Only taken into account horizontal seismic action Not taken into account Only taken into account vertical seismic action Not taken into account Both horizontal and vertical seismic action are taken into account — 7 — The following design expression shall be adopted for the sectional antiseismic proof calculation for structural members: S≤ R/?RE () Where ?RE — Bearing capacity antiseismic adjustment coefficient, shall be taken from Table 。 R — Bearing capacity design value of structural member. Bearing capacity antiseismic adjustment coefficient Table Material Structural member Loading status γRE Steel Columns Support between columns in structural steel factory buildings Support between columns in reinforced concrete factory buildings Welding seam on members Deflected pression Masonry Antiseismic walls with structural columns and stems at both ends Other types of antiseismic walls Shearing Shearing Reinforced concrete Beams Columns with axial pression ratio less than Columns with axial pression ratio not less than Antiseismic walls Members of various types Bending Deflected pression Deflected pression Deflected pression Shearing and Deflected tensile In the calculation of standard value of rarely encountered seismic action, the horizontal seismic influence coefficient shall be taken as per Fig. , and its maximum value shall be taken as per Table . Max. value of horizontal seismic influence coefficient for rarely encountered seismic action Table Intensity 7 8 9 amax Design and construction regulations for bent structures JGJ 7 – 91 In areas with antiseismic design protection intensity of degrees 8 or 9, vertical antiseismic proof calculation shall be performed for bent roofing structures. In areas with antiseismic design protection intensity of degree 8, the horizontal antiseismic proof calculation may be omitted for medium and smallspan bent structures with peripheral supports。 in areas with antiseismic design protection intensity of degree 9, the horizontal — 8 — antiseismic proof calculation shall be performed for all bent structures. 3. Antiseismic Design for Concrete Structures Multistoreyed and Highrise Reinforced Concrete Buildings Antiseismic design specification for buildings GBJ 11 – 89 Different antiseismic grades shall be applied for reinforced concrete buildings according to the intensity, structural type and building height, and they shall ply with the corresponding requirements in calculation and structural provisions. In the frame – antiseismic wall structures, when the seismic tipping moment borne by the antiseismic wall is not greater than 50% of the total seismic tipping moment of the structure, the antiseismic grade of the frame section shall be determined as for frame structure. Note: “Grade I, II, III and IV” as referred to in this section is the abbreviated reference to “antiseismic grade I, II, III and IV”. When assembled flooring and roofing is adopted for the frame – antiseismic wall structure, provisions shall be made to ensure the integrity of the building and the roofing and their reliable connection with the antiseismic walls. The antiseismic walls for the top storey, staircase and antilateralforce staircase of the building, longitudinal antiseismic walls and gables of end rooms, as well as single limb walls, walls with small openings and the lower part of bined limb walls (the greater value of 1/8 of the wall limb total height and the wall limb width, and also be no less than the height of the up to the floor above the frame support level when there is frame support floor) shall ply with the