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香港钢筋混凝土结构设计规范2013版.pdf

(see clause9.9]

the portion of the wall as defined in clause 9.9.3.2 the location and extent of beam as specified in clause 9.9.1.1 the location and extent of column as specified in clause 9.9.2.2 che location and extent of wallas specified in clause 9.9.3.1 mechanical coupler with ductility properties that satisfies the requirements given in clause 3.2.8.4

It is assumedthatthe quality ofthe concrete,steel and other materials and of the workmansh verified by inspections, is adequate for safety, serviceability and durability (see section 10)

DB37T 3026-2017 土工合成材料 四向拉伸塑料土工格栅技术要求2.1.8Quality control

PRINCIPLES OFLIMIT STATEDESIGN

2.2.1General

Itimate Limit State (UL

2.2.2.1 Definitior

Ultimate limit state (ULS)is defined in clause 1.4.1. It is related to the safety of people and the safety of the structure. The ultimate limit state is concerned with the strength, stability, collapse, overturning, and buckling of the structure.

2.2.2.2 Structural Stability

22.23Robustness

Structures should be planned and designed so that they are not unreasonably susceptible to the effects of accidents.In particular,situations should be avoided wheredamage to smal areas of a structure or failure of single elements may lead to collapse of major parts of the structure. Unreasonable susceptibility to the effects of accidents may generally be prevented if the followingprecautionsaretaken: (i)the layout of buildings are checked to avoid any inherent weakness; (i) all buildings are capable of safely resisting the notional horizontal design ultimate load as given in clause 2.3.1.4 applied at each floor or roof level simultaneously; (ili) all buildings are provided with effective horizontal ties (see clause 6.4.1): （1） aroundtheperiphery; （2） internally; (3） to columns and walls. Where for any reason it is not feasible to introduce ties, the following procedures should be adopted:

Structures should be planned and designed so that they are not unreasonably susceptible to the effects of accidents.In particular,situations should be avoided wheredamage to smal areas of a structure or failure of single elements may lead to collapse of major parts of the structure. Unreasonable susceptibility to the effects of accidents may generally be prevented if the followingprecautions aretaken: (i)the layout of buildings are checked to avoid any inherent weakness; (i) all buildings are capable of safely resisting the notional horizontal design ultimate load as given in clause 2.3.1.4 applied at each floor or roof level simultaneously; (ili) all buildings are provided with effective horizontal ties (see clause 6.4.1): （1） around the periphery; （2) internally; （3） to columns and walls. Where for any reason it is not feasible to introduce ties, the following procedures should be adopted:

2.2.2.4 Special Hazards

The designforaparticular occupancy,location or use,e.g.chemical plant,mayneedto allowf effects of particular hazards or for any unusually high probability of the structure survivir accident even though damaged. In such cases, partial safety factors greater than those giv clauses 2.3 and 2.4 maybe required.

2.2.3Fire Limit States (FLS

2.2.3.1Definitior

Fire limit state (FLS)is defined in clause 1.4.1. It is the state relating to the structural effects of a fire in a building or part of a building 2.2.3.2 Checkof structural integrity The structural integrity of the building and its members should be checked for the effects of the design fire. In the checking, the strength of concrete and reinforcement should be based on the values given in clause 3.6, and the partial safety factors for loads and materials should be based on the values given in clauses 2.3.2.7 and 2.4.3.2 respectively.

Fire limit state (FLS) is defined in clause 1.4.1. It is the state relating to the structural ef in a building orpart of a building 2.2.3.2Checkof structural intearity

2.2.4Serviceability Limit States (SLS)

2.2.4.1 Definitior

2.2.4.2 Deflection due to vertical loading

2.2.4.3Response towind loads

Responsetowindloads The effect of lateral deflection should be considered, particularly for a tall, slender stru However the accelerations associated with the deflection may be more critical than the defle itself.Limiting criteria for deflection and accelerations of tall buildingare given in clause 7.3.2.

tself. Limiting criteria for deflection and accelerations of tall building are given in clause 7.3.2 Cracking (a)Reinforced concrete Cracking should be kept within reasonable bounds by attention to detail. It will normally be controlled by adherence to the detailing rules given in clause 8.2 and section 9 and the deemed to satisfy rules given in clause 7.2.2. Where specific attention is required to limit the design crack width to particular values, reference should be made to clause 7.2. (b)Prestressedconcrete In the assessment of the likely behaviour of a prestressed concrete structure or element the amountofflexuraltensilestressdeterminesitsclass,asfollows: (i)class 1: no flexural tensile stresses; (i)class 2: flexural tensile stresses but no visible cracking; and (ili) class 3: flexural tensile stresses but surface width of cracks not exceeding 0.1 mm fol members in very aggressive environments (e.g. exposure to sea) and not exceeding 0.2mmforallothermembers

2.2.4.4 Cracking

2.2.4.5 Vibration

2.2.4.6Fatigue When the imposed load on a structure is predominantly cyclic it may be necessary to consider the effects offatigue. 2.2.4.7 DurabilityandFireResistance For requirements for durability and fire resistance referto section 4.

2.2.4.7DurabilityandFireResistance For requirements for durability and fire resistance refer to section 4.

23.1.1 Characteristic values of loads

The following loads should be used in design: (a) characteristic dead load, Gk: which shall be taken as the dead loads calculated in accord with the Code of Practice for Dead and Imposed Loads; (b) characteristic imposed load, k: which shall be taken as the imposed loads stipulated Codeof PracticeforDeadandImposedLoads;and （c） characteristic wind load, Wk,as defined in the Code of Practice on Wind Effects

Y is the appropriate partial safety factor. It is introduced to take account of unconsidered possible increases in load, inaccurate assessment of load effects, unforeseen stress redistribution, variatior in dimensional accuracy and the importance of the limit state being considered.The value of Y chosen also ensures that the serviceability reguirements can generally be met by simple rules.

2.3.1.4Desianloadsforrobustnes

2.3.1.5 Exceptional loads

2.3.2.1 Design loads

should be taken such that Yx the design earth or water pressure = the actual earth or wa pressure.) 2. Where differential settlement is considered, the value of y should be the value used for e and water pressure (see clause 2.3.2.3)

2.3.2.5 Fatigue

2.3.2.6 Vehicular impact

In checking the structural integrity of building or its members for fire limit state, y values should be taken from table 2.2.

3Loads for ServiceabilityLimit States (SLS

Formost cases, if the simplified rules for design and detailing of reinforcement outlined in sectic 8 and 9 respectively are followed then no further checks on SLS are required. Where further cl are necessary then Ygiven in the following clauses should be followed.

2332 Dead load

2.3.3.3Imposedload Generally, it is sufficient to take the characteristic value of imposed load i.e. Y should be taken as 1.0. When calculating deflections, it is necessary to assess how much of the imposed load is transitory and how much is permanent.The proportion of imposed load that should be considered as permanent will depend upon the type of use of the structure.It is suggested that for normal domestic or officeoccupancy,25%of the imposed load should be considered as permanentand for structures used for storage, at least 75% of the imposed load should be considered as permanent when the upper limit of deflection is being assessed. 2.3.3.4Differentialsettlementoffoundations Where the effects of differential settlements are considered,Y should be taken as 1.o for adverse conditions. 2.3.3.5Creep,shrinkage,andtemperatureeffects Where the effects of creep, shrinkage and temperature effects are considered, should be taken as 1.oforadverse conditions.

2.4.1General

2.4.2 Characteristicstrengthofmaterials Material strengths and properties are defined in section 3.

2.4.3Partial safetyfactorsformaterial strength,Y..

2.4.3.1 General

For the analysis of sections,the design strength fora given material and limit state is derived from the characteristic strength divided by Ym, where Ym is the appropriate partial safety factor given in clauses 2.4.3.2 and 2.4.3.3. Ym takes account of differences between actual and laboratory values, local weaknesses andinaccuracies in assessment of theresistance of sections.It also takes account of the importance of the limit state being considered

2.4.3.2 Values of m for ultimate limit state (ULS) and fire limit state (FLS)

(a)Material design strengths

In the consideration of these effects ym may be taken as 1.3 for concrete in flexure and 1.0 for steel. Values of Ym for serviceability limit states (SLS) (a)General Values of Ym for serviceability limit states may be taken as 1.0 except where stated otherwise in particularclauses. (b)Prestressed concrete criteria for tensile stress criteria concrete in tension due to flexure. Allowable design stresses are civen in clause 12.3.4.

steel. Values of Ym for serviceability limit states (SLS) (a)General Values of Ym for serviceability limit states may be taken as 1.0 except where stated otherwise in particularclauses. (b） Prestressed concrete criteriafortensile stress criteria In assessing the cracking strength for a class 2 member, Ym should be taken as 1.3 fol concrete in tension due to flexure. Allowable design stresses are given in clause 12.3.4.

2.4.3.3Values of Ym for serviceability limit states

2.5ANALYSIS AND VERIFICATION

2.5.1General

When usingthelimit state method,it shall be verifiedthatforall relevant design situations no relevant limit state is exceeded by the actions resulting from the loadings as calculated using the clause2.4. The analysis that is carried out to justify a design can be divided into two stages: (a)analysis of the structure; and (b)analysis of sections. Guidelines for the analysis of structures are given in section 5. Rules for analysis of sections for ULS and SL S are aiven in sections 6 and 7 respectivelv

When using the limit state method, it shall be verified that for all relevant design situations no relevant limit state is exceeded by the actions resulting from the loadings as calculated using the appropriatey specified in clause 2.3 and with material strengths as modified by Ym specified in clause2.4. The analysis that is carried out to justify a design can be divided into two stages: (a)analysis of the structure; and (b)analysis of sections. Guidelines for the analysis of structures are given in section 5. Rules for analysis of sections for

Limitations

AND ALTERNATIVE M

The requirements of this code of practice are not to be construed as prohibiting the use of new and alternativemethods.

The requirements of this code of practice are not to be construed as prohibiting the use of new and alternativemethods.

2.6.3Performancebasedapproach

2.6.3.2 Design by testi

vodeltesis Provided the work is carried out by experienced engineers using suitable equipment, a design may be considered satisfactory on the basis of results from an appropriate model test together with model analysis to predict the behaviour of the actual structure. (b)Prototypetests Where the analytical or empirical basis of the design has been justified by development testing of relevant prototype units and structures, the design may be considered satisfactory.

Providedthe work is carried out by experienced engineers using suitable equipment,a design may be considered satisfactory on the basis of results from an appropriate model testtogetherwithmodel analysisto predictthe behaviourof the actual structure. b Prototypetests Where the analytical or empirical basis of the design has been justified by development testing of relevant prototype units and structures, the design may be considered satisfactory.

3.1.2 Characteristic strength

For the purposes of this Code of Practice, the grade of concrete is the characteristic strength as defined in clause 3.1.2.

3.1.4Deformation ofconcrete

mpressive strength grades for normal weight

3.1.5Elastic deformation

Where the mean or characteristic value of elastic modulus is required, the appropriate mean or characteristic strength should be selected from this table. Ecvalue for checking overall building deflection may also be used to check the relative latera deflection at the transferstructure level asrequired in clause 5.5.

3.1.6 Poisson'sratio Where linear elastic analysis is appropriate, Poisson's ratio may be taken as 0.2. 3.1.7 Creep The creep strain in concrete cc at a particular time after casting can be predicted

An estimate of the drying shrinkage strain of plain concrete &cs at any instant is given by the pr offivepartialcoefficients:

GB/T 29188-2012 品牌评价 多周期超额收益法The elastic modulus forreinforcement should be taken as 2ookN/mm? .2.5 Physical properties Thefollowingmeanvaluesmaybeused: (a)density 7850 kg/m3; and (b)coefficient of thermal expansion 12x10%/C.

ng the relevant value. This curve may also be used for sustained loading.

3.2.7 Weldability

3.28.1General

1 0.95f 0.5f 20 2 2ey 0.5fy 4 5y 0.5f 4 4 Load in tensiontofailure Notes: 1. y is the strain of reinforcing bar at actual yield stress. 2. The actual ultimate tensile strength of the bar is obtained by testing samples from a referenced reinforcing bar. The test samples are obtained from the same referenced reinforcing bar.

2. The actual ultimate tensile strength of the bar is obtained by testing samples from referenced reinforcing bar. The test samples are obtained from the same reference reinforcingbar.

GB/T 28538-2012 眼科光学 接触镜和接触镜护理产品 兔眼相容性研究试验PRESTRESSING TENDONS