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Chapter3CalculationofFlexuralCapacity3.1Generaldetailingrequirementsforbeamsandslabs3.2Normal-sectionflexuralbehaviorofflexuralmembers(受弯构件正截面的受弯性能)3.3Calculationprincipleforflexuralcapacity(正截面承载力计算原理)3.4Calculationforflexuralcapacity
ofsinglyreinforcedrectangularbeams(单筋矩形截面梁正截面受弯承载力计算)3.5Calculationforflexuralcapacity
ofdoublyreinforcedrectangularbeams(双筋矩形截面梁正截面受弯承载力计算)3.6Calculationforflexuralcapacity
ofT-sectionbeams
(T形截面梁正截面受弯承载力计算)StressedsteelbarsDistributionsteelbars3.1Generaldetailingrequirementsforbeamsandslabs
1、Cross-sectiontypesbeamsandslabs2、Dimensionofbeams(1)Fitmodulus:Dimensionisgenerallymultipleof50mm(millimeter)。(2)Depth-span
rationforbeams:Accordingtoexperience(Detailingmanual构造手册)(3)Depth-widthrationforbeams:Rectangularsectionh/b=2-3.53.1.1Typesanddimensionofcrosssection3、Dimensionforcast-in-situslab(1)Minimumsectionthickness(Table3.1)(2)Depth-spanration3.1.2Selectionofmaterialsandgeneraldetailing1、ConcreteGradeC20~C30,GenerallylessthanC402、ReinforcementsGradeandordinarydiameterinbeams1)LongitudinalstressedreinforcementsGrade:Diameter:10mm2)Erectionsteelreinforcements(stirrup-supportbars,tiesteelbars)(架立钢筋)RelatedtoSpans。L<4m,d8mm;L=4-6m,d10mm;L6m,d12mmd1
30mm1.5dd2
25mmd3.ReinforcementsGradeandordinarydiameterinslabsGrade:HPB300,HRB335,HRB400d8mm;Spacing≤200mm2)Distributionreinforcementsd:6mm、8mm;Spacing≤250mmStressedsteelbarsDistributionsteelbars1)Longitudinalstressedreinforcements(bendingreinforcements)5、Concretecover(混凝土保护层厚度)(Seealsoappendix4-4)4、Longitudinal-stressedReinforcementratio(纵向钢筋的配筋率h0hbh0-EffectiveDepthbh0-Effetivearea3.2Normal-sectionflexuralbehaviorofflexuralmembers(受弯构件正截面的受弯性能)1、Experimentforunder-reinforcedbeams(实验研究)M图V图pph0hb?DeformationPropertyFailureforunder-reinforcedbeams3.2.1、Threestressedstagesinnormal-sectionflexureofunder-reinforcedbeams(适筋梁正截面受弯的三个受力阶段)2、Threestressedstagesinthenormal-sectionflexureofunder-reinforcedbeams(1)StageⅠ——ElasticStageStageⅠ—ThestressandstrainofConcreteincompressivezoneislinear.Ⅰa(第一阶段末)
-Thestressattheextremetensilefiberreachesthetensilestrength(orstrainreachestheultimatetensilestrain.)(2)StageⅡ——StageofworkingwithcracksStageⅡ
:StartsfromcrackingtotensilereinforcementsyieldingⅡa(第二阶段末)
:Thestressesintensilereinforcementsreachtheyieldstrength.(3)StageⅢ——Failurestage阶段StageⅢ
:Startsfromyieldingofreinforcementstocrushingofconcreteattheendofcompressivezone.Ⅲa(第三阶段末):Thestrainattheextremeouterfiberincompressivezonereachestheultimatecompressivestrain.3.2.2Threetypesoffailuresinnormal-sectionflexure(1)Under-reinforcedfailure:First,tensilereinforcementsyield,thentheconcreteincompressivezonecrushes.Thefailureisductile.(2)Scarce-reinforcedfailure:Oncetheconcretecrackinginthetensilezone,thereinforcementsyield。Thefailureisbrittle.(3)Over-reinforcedfailure:Beforethetensilereinforcementsyield,theconcretecrushesincompressivezone.Thefailureisbrittle.Itisavoidedbystipulatingtheminimumreinforcementratio.Itisavoidedbythecalculationofload-bearingcapacityItisavoidedbystipulatingthemaximumdepthofcompressivezone.3.3CalculationPrincipleofFlexuralCapacity3.3.1FundamentalAssumptionsforcalculation(1)Plane-sectionalassumption:AplanesectionbeforebendingremainsplaneafterbendingThemeanstraindistributeslinearlyoverthedepthofsectioncu(2)Thetensilestrengthintheconcretemaybeneglected.MufyMufy(3)Stress-strainrelationforconcreteandsteelfyMuMufyfc3.3.2-3DesignformulaforflexuralcapacityMufy1、Thestressdistributionforunder-reinforcedbeamsreachingtheload-bearingcapacity2、DerivationofformulasEquilibriumofforcesX=0EquilibriumofmomentofforcesM=01fcTs=fyAsCMuxh0asbMuCxcTs=fyAsfcx=1xcRelativedepthofcompressionzoneDeformedformofformulah0-x/2Deformedformofformulas3.3.4-5Accommodatedconditionforformulas(公式的适用条件)Theyieldingoftensilereinforcementsandthecrushingofconcreteoccuratthesametime.cuyThedepthofcompressionzoneRelativelimitdepthofcompressionzonexcbBalanced-reinforcedFailure(2)Howtoavoidover-reinforcedfailureAvoidover-reinforcedfailurecuxcbyForover-reinforcedfailure即Forunder-reinforcedfailure即(3)Avoidscare-reinforcedfailure:Conclusion:Formulasandaccommodatedconditions3.4Calculationofflexuralcapacityforsinglyrectangular-sectionbeams(单筋矩形截面梁的承载力计算)3.4.1Basiccalculationformulasandtheiraccommodatedconditions3.4.2Twotypesofproblemsinthecalculationofflexuralcapacity1、DefinitionforsinglyrectangularsectionThereinforcementisembeddedinthetensilezoneinrectangularsection.3.4.1Fundamentalcalculationformulasandtheiraccommodatedconditions2、Calculationformulasandtheiraccommodatedconditions1.Section-DesigningProcedure3.4.2Twotypesofproblemsinthecalculationofflexuralcapacity(2)Selectionformaterials(3)Calculatetheareaofreinforcements(1)EstimatesectiondimensionConcrete:C20-C30Reinforcements:CalculationformulasCalculationprocedure(4)SelectreinforcementsSelectreinforcementsProblemsLiveloadontheflooris2.0KN/m2UnitweightofRC25KN/m3Unitweightofmortar20KN/m324024030602100Arectangularbeamsupportsafloorslabwhichis100mmthickwith20mm-thicklime-mortarplasteronitsbottomand20mm-thickmixed-mortarlevelingblanketonthetop.Designthebeam.(1)计算简图;3300(2)荷载统计(估算截面尺寸);3300gkqk截面尺寸:400X200例题图(3)内力计算及组合(4)材料选择荷载组合(4)计算受压区高度计算公式(5)计算受拉钢筋面积选择钢筋2.Section-AnalysisProcedureCalculationformulas(1)Checkthereinforcementratio(2)Calculatex(3)Ifxxb,thencalculatingtheMubasedontheformula(4)Ifx>xb,thentakex=xbto
calculateMubasedontheformula
3.5Calculationofflexuralcapacity
fordoublyreinforcedrectangularbeams(双筋矩形截面梁的承载力计算)3.4.2Basiccalculationformulasandtheiraccommodatedconditions3.4.2Twotypesofproblemsinthecalculationofsectionalload-bearingcapacity-DesignandAnalysis3.4.1Introduction1.DefinitionofdoublyreinforcedrectangularbeamsThereinforcementsareembeddedinbothcompressiveandtensilezonePP3.4.1Introduction2.ReasontoadoptdoublyreinforcedbeamsThebeamisover-reinforcedwhendesignedbysinglyreinforcedsection.(2)Thebeamispossiblysubjectedtopositiveandnegativemoments(1)Thestressdistributionoversectionwhenbeamreachesitsload-bearingcapacityh0asash3.5.2Calculationformulaandaccommodatedconditions2.Calculationformulah0asashh0asashxch0cuAccordingtotheplane-sectionalassumptionGenerally,when,compressivereinforcementsyield.3Accommodatedconditions★Avoidover-reinforcedfailure:★
Avoidscare-reinforcedfailure:★
Thecompressivereinforcementscanyield:ConclusionFormulaAccommodatedconditions(1)Thefirsttypeofdesignproblem——Knowingbandh,fc,fy,fy,M,DetermineAsandAsDesignProcedure1)Setting=b;2)AccordingtoEq.(2),determinetheareaofcompressivereinforcements.3)AccordingtoEq.(1),determinetheareaoftensilereinforcements.4)Checktheminimumreinforcementratio1.Designsection3.5.3DesignversusAnalysisexampleh0fyAsfcsAsasas1)AccordingtoEq.(2)or(4)todetermine;2)If2as/h0
b3)If<2as/h0,4)If>
bCalculationformula则假定受压区合力作用点在受压钢筋重心处,并以受压区合力点为求矩中心求矩,得到计算公式,根据公式求解纵向受拉钢筋截面面积;(2)ThesecondtypeofdesignproblemThendeterminetheAsbasedonEq.(1);Thecompressivereinforcementscannotyieldthetensilereinforcementscannotyield.Thatsuggeststhatthecompressivereinforcementsareinadequate.Knowingb,h,fc,fy,fy,MandAs,DetermineAsExample(2)If2as/h0
b2.AnalysisofsectionKnowingb×h,fc,fy,fy,AsandAs,DetermineMu(1)AccordingtoEq.(1)todetermine;ThendetermineMubasedonEq.(3);Thensubstituting=bintoEq.(2)tocalculateMu.CalculationFormulaThendetermineMubasedonEq.(2);(3)If<
2as/h0(4)If>
bExample3.6Calculationofflexuralcapacity
forT-sectionbeam3.6.2Formulaandtheiraccommodatedconditions1、TwotypesofT-sectionbeamThefirsttypeofT-sectionalbeam(RectangularT-beam)floorslabofcast-in-situReinforcedconcrete
3.6.1Introduction(TypesofT-sectionbeams)ThesecondtypeofT-sectionalbeam(TrueT-beam)2FormulaandaccommodatedconditionsforthefirsttypeofT-beamAccommodatedconditions3FormulaandaccommodatedconditionsforthesecondtypeofT-beamAccommodatedconditions4StressblockcompletelycoversthewholeflangeKnowingb,h,fc,M,determineAs(2)AccordingtoEq.(4)or(6)tocompute(3)AccordingtoEq.(3)or(5)todeterminetheAs(1)DeterminethetypesofT-beam1.DesignSectionCalculationformulas4.6.3DesignVersusAnalysisIf>b,substituting=b代入intoEq.(4)or(6)tocomputeMuCalculationformulas2.AnalysisofSectionKnowingb,h,fc,As,determineMu(1)DeterminethetypesofT-beam(2)AccordingtoEq.(3)or(5)toCalculate(3)AccordingtoEq.(4)or(6)tocomputeMu计算公式变形Formulaofflexuralcapacityforsinglyrectangularbeams(单筋梁正截面承载力计算公式)双筋梁正截面承载力计算公式T形截面梁正截面承载力计算公式Sectionsofbeamsandslabs普通纵向受力钢筋宜采用HRB400、HRB500、HRBF400、HRBF500钢筋;也可采用HRB335、HRBF335、HPB300和RRB400钢筋;普通箍筋宜采用HRB400、HRBF400、HRB500、HRBF500钢筋;也可采用HRB335、HRBF335和HPB300钢筋。HRBF细晶粒热轧带肋钢筋-Hot-rolledribbedfinebarsRRB-余热处理带肋钢筋RemainedHeat-treatedRibbedBars1)Fitmodulus:Dimensionisgenerallymultipleof50mm(millimeter)。2)Height-span
rationforbeams:Accordingtoexperience(Detailingmanual构造手册)3)Height-widthrationforbeams:Rectangularsectionh/b=2-3.5Calculationformulash0has(1)DetermineasAlayerreinforcementsTwolayerreinforcements(2)Calculateandchecktheaccommodatedconditions(3)Calculatetheareaofreinforcementsandcheckthereinforcementratio(4)Chooseanddrawthesectionreinforcementpictures(Satisfythedetailingrequirements)(Othercalculationmethod)ReinforcementsGradeandordinarydiameterinbeams1)LongitudinalstressedreinforcementsDiameter:10mm2)Erectionsteelreinforcements(stirrup-support
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