【正文】 ③ When such factors as temperature and shrinkage will produce significant influence on the structure, the minimum reinforcing ratio of the members shall be increased as appropriate. The longitudinal load bearing rebars at the lower portion of a simply supported plate shall extend into the abutment, with the anchoring length las no less than 5d. When reinforcement is achieved with welded mesh, at least one transversal rebar at the end shall be located within the edge of the abutment。f – b)h162。 and the splicing length of pressive reinforcement shall be no less than , and not less than 200mm.Nonwelding spliced joint can be used for connections in the load bearing direction in a welded skeleton, the splicing length of tensile reinforcement shall be no less than la, and the splicing length of pressive reinforcement shall be no less than . Within the nonwelded spliced joint length scope in a tied skeleton, the spacing between the stirrups shall be no greater than 5d and not greater than 100mm when the spliced reinforcement is subject to tensile load, and shall be no greater than 10d and not greater than 200mm when the spliced reinforcement is subject to pressive load. d is the minimum diameter in the load bearing reinforcement. The reinforcing ratio for the longitudinal load bearing reinforcement in a concrete member shall be no less than the values in Table .Min. reinforcing ratio for the longitudinal load bearing reinforcementin a concrete member (%) Table CategoryConcrete strength grade≤C35C40~C60All pressed rebars in a member subject to axial center pressionCompressed rebars in eccentrically pressed or eccentrically tensiled membersTensile rebars in bending member, eccentrically pressed member, major eccentrically tensile member, and tensile rebars on each side of minor eccentrically tensile memberNotes: ① The minimum reinforcing ratio of pressed reinforcement and tensile reinforcement in eccentrically pressed members shall be calculated for the whole sectional area of the member。② The anchoring length of reinforcement subject to load should be increased as appropriate when the concrete is likely to be disturbed during the setting (. sliding form construction)。 the protection layer thickness for stirrups in beams and columns and for structural reinforcement shall be no less than 15mm。③ For structures of outdoor or in high humidity indoor environment and with concrete strength grade no less than C25, when the concrete strength grade of nonprincipal load bearing members is C20, their protection layer thickness shall be those specified values for C25 in the table。② For bending members of fabricated reinforced concrete, the protection layer thickness at reinforcement ends shall be 10mm。⑦ The concrete tensile stress limiting coefficient and maximum permissible value of crack width for prestressed structural members in the table are only applicable to the proof calculation of normal sections. The minimum thickness (starting from the outer edge of reinforcement) of concrete protection layer for reinforcement subject to load shall ply with the provisions in Table , and shall not be less than the diameter of reinforcement subject to load.Minimum thickness of concrete protection layer (mm) Table Environment conditionType of membersConcrete strength grade≤C20C25 and C30≥C35Normal indoor environmentPlates, wall and shell15Beams and columns25Outdoor or high humidity indoor environmentPlates, wall and shell352515Beams and columns453525Notes: ① For fabricated members produced by factory for normal indoor environment, when the concrete strength grade is no less than C20, the protection layer thickness can be reduced by 5mm from those specified in the table, provided that the protection layer thickness for prestressed reinforcement (including cold drawn low carbon wire) in the fabricated members shall not be less than 15mm。② For bending members in areas where the annual average relative humidity is below 60% and with a ratio of variable load standard value to constant load standard value greater than , the maximum permissible value of crack width can be the figure in the brackets。 indoor members frequently acted upon by steam or condensate (such as in a bathroom)。Grade III – members in which crack is allowed, the maximum crack width being calculated according to shortterm effect bination of loads with consideration for longterm effect bination, and the calculated value must not exceed the permissible value. The crack control grade, concrete tensile stress limiting coefficient act and maximum permissible value of crack width of reinforced concrete and prestressed concrete structural members shall be taken from Table according to the working conditions and types of reinforcement of the structural members.Crack control grade, concrete tensile stress limiting coefficient act and maximum permissible value of crack [Wmax](mm) Table Type of rebarWorking condition of structural membersReinforced concrete structurePrestressed concrete structureGrade I rebarGrade II rebarGrade II rebarCold rolled rebar with ribGrade II cold drawn rebarGrade III cold drawn rebarGrade IV cold drawn rebarCarbon steel wireIndented steel wireStrand steel wireHeat treated rebarCold rolled rebar with ribCold drawn low carbon steel wireGrade[Wmax](mm)Grade[Wmax](mm)actGradeactNormal indoor environmentGrade III()Grade III–Grade IIOutdoor or high humidity indoor environmentGrade II–Grade I0Notes: ① Structural members in outdoor or in high humidity indoor environment shall mean: members subject to direct rain。③ The safety grade of fabricated members during construction phase can be one grade lower than that for the operation phase. In the design of structural members, different crack control grades shall be sele