标准规范下载简介
香港钢筋混凝土结构设计规范2013版.pdf11.3.4 Conformity control
Contormity controlisexercisedto veritythat a particularservice orproductionfunctionhas carried out in conformity with the specifications previously established. Conformity control is generally part of the external control.
11.4VERIFICATIONSYSTEMS
衡山大桥施工组织设计According to the purpose andtiming ofthe control,the following stages maybe distinguished:
11.6 CONTROL OF DESIGN
Control of designshallconformwithstatutory andadministrativeprocedures.
Control of design shall conform with statutory and administrative procedures.
CONTROLOFPRODUCTIONANDCONST
11.7.1 Obiectives
1.7.2Itemsofproductionandconstruction The obiects which need to be controlle
oroductionandconstruction cts which need to be controlled are summarised i
ch need to be controlled are summarised in Table
11.7.3Elementsofproductionandconstruction
11.7.4Initial tests
11.7.5Checksduringconstruction
11.7.5.1Generalrequirements
11.7.6 Conformity controls
PRESTRESSED CONCRETE
2.1BASISOFDESIGN
12.1.1 General
12.1.2 Alternative methods
ncertaln ctionmaybeinappropriateandamoresuitable method should be adopted which takes into account of the special nature of the structure.
12.1.3Serviceabilityclassification
Intheassessmentof thelikelybehaviourofaprestressedconcrete structure orelement,theamount of flexural tensile stress allowed under service load defines its class as follows: (a)class 1: no flexural tensile stresses; （b） class 2:flexural tensile stresses but no visible cracking; （c） class 3:flexural tensile stresses but surface width of cracks not exceeding 0.1 mm for members in exposure conditions 3 or 4 (see table 4.1) and not exceeding 0.2 mm for all other members
Intheassessmentof thelikelybehaviourofaprestressedconcrete structure orelement,theamount of flexural tensile stress allowed under service load defines its class as follows: (a)class 1: no flexural tensile stresses; （b） class 2:flexural tensile stresses but no visible cracking; （c） class 3:flexural tensile stresses but surface width of cracks not exceeding 0.1 mm for members in exposure conditions 3 or 4 (see table 4.1) and not exceeding 0.2 mm for all other members
12.1.4 Critical limit state
Ingeneral,the design of class 1and2 members is controlledbythe concretetensionlimitatio service load conditions, but the design ultimate strength in flexure, shear and torsion shou checked. The design of class 3 members is usually controlled by ultimate limit state conditions deflection
Ingeneral,the design of class 1and2 members is controlledbythe concretetensionlimitatio service load conditions, but the design ultimate strength in flexure, shear and torsion shou checked. The design of class 3 members is usually controlled by ultimate limit state conditions deflection
12.1.5Durabilityandfireresistance
12.1.7Loads
12.1.7Loads
12.1.7.1 Load values
values of thedesign ultimate loadsarethosegiven in clause2.3.2.The design loads to be used he serviceabilitylimit statesarethecharacteristicvalues
In general, when assessing any particular effect of loading, the arrangement of loads should be that causing the most severe effect. Consideration should be given to the construction sequence and to the secondary effects due both to the construction sequence and to the prestress particularly for the serviceability limit states.
12.1.8 Strengthofmaterials
STRUCTURESANDSTRUCTURALFRAMES
12.2.1Analysis of structures
12.2.2 Relative stiffness Relative stiffness s
12.2.2Relativestiffness
Relativestiffnessshouldgenerallybebasedonthe concrete sectionas describedinclause 5.1.2
12.2.3Redistribution of moments
1223.1 General
123.1General
The definitions andlimitations ofthe geometricpropertiesfor prestressedbeams are asgiv einforced concrete beams in clause 6.1.2.1 except that the overall depth of the member shou usedinsteadoftheeffectivedepth
12.3.2Slender beams
12.3.3Continuousbeams
12.3.4Serviceability limitstateforbeams
12.3.4.1 Section analysis
12.3.4.2Compressivestressesinconcrete
Note:Intermediatevalues arefoundbyinterpola
12.3.5Stress limitations at transfer for beams
12.3.6Deflectionofbeams
12.3.6.1 General
set. For reinforced concrete, in all normal cases, deflections are controlled by limiting the ratio of spantoeffectivedepth.Ingeneral,thisapproachisnotpossibleforprestressedconcrete,because of the major influence of the level of prestress.When it is considered necessary to calculate deflections.themethods outlined in clause 12.3.6.2 may be used
12.3.7Ultimatelimitstateforbeamsinflexur
12.3.7.1Sectionanalysis
JB／T 13887-2020 自动控制回流阀.pdf12.3.7.2 Symbols
700002, fabd fpuAps fobd
12.3.7.4Allowanceforadditionalreinforcement inthetensionzone In the absence of a rigorous analysis, the area of reinforcement As may be replaced by an equivalent area of prestressing tendons Asfy/ fpur
.4A/lowanceforadditionalreinforcementinthetensionzone In the absence of a rigorous analysis, the area of reinforcement As may be replaced
12.3.8Designshearresistanceofbeams
JGJ336-2016 人造板材幕墙工程技术规范12.3.8.1 Symbols