结构设计原理作业(叶见曙版)-第二章&第三章(英文版)

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1、AssignmentforPrinciplesofStructureDesign--Chapter2&Chapter3AssignmentforPrinciplesofStructureDesignChapter2&Chapter3(RevisedVersion)Name：Class：NO.：SCHOOLOFHIGHWAYCOLLEGECHANG’ANUNIVERSITYOCTOBER27,201311AssignmentforPrinciplesofStructureDesign--Chapter2&Chapter3EXAMPLE2-3（P.39）Withthecomb

2、inationactionofselfweight,vehicularloadandpedestrianliveloadinthereinforcedconcretesimplysupportedbeambridge,thestandardbendingmomentsofthesectionof1/4bridgespancanbecalculatedsuchasthebendingmomentofselfweightMGk=552kN·m,thebendingmomentofvehicularloadMQ1k=459.7kN·m;bendingmomentofpedest

3、rianliveloadMQ2k=40.6kN·m.Calculatethecombinationforactioneffectsofdesignstage.SOLUTION:1)UltimatelimitstateBecauseofsecurity-levelI,coefficientforimportanceofastructureisadoptedasϒ0=1.0.Permanentactionisharmfultostructurebearingcapacity,partialcoefficientforithpermanentactionϒG1=1.2.Part

4、ialcoefficientforvehicularactionisϒQ1=1.4.PartialcoefficientforpedestrianliveactionisϒQJ=1.4.Coefficientofcombinationforvariableactionisψc=0.80.ThedesignvalueisΥ0Md=Υ0i=1mΥGiSGik+ΥQ1SQ1k+Φcj=2nΥQjSQjk=1.0×(1.2×552+1.4×459.7+0.80×1.4×40.6)=1351.45kN·m.2)serviceabilitylimitstate(1)Short-ter

5、mWithoutimpactfactor,bendingmomentofvehicularloadMQ1k=385.98kN·m;coefficientforithfrequentvalueofvehicularloadactionisψ11=0.7,coefficientforjthfrequentvalueofpedestrianliveloadactionisψ12=1.0.ThedesignvalueisMsd=MGk+ψ11MQ1k+ψ12MQ2k=552+0.7×385.98+1.0×40.6=862.79kN·m(2)Long-termWithoutimpa

6、ctfactor,bendingmomentofvehicularloadMQ1k=385.98kN·m;reductioncoefficientforjthvehicularloadactionψ21=0.4,reductioncoefficientforjthpedestrianliveloadactionψ22=0.4.So,thedesignvalueisMld=MGk+ψ21MQ1k+ψ22MQ2k=552+0.4×385.98+0.4×40.6=722.63kN·m11AssignmentforPrinciplesofStructureDesign--Chap

7、ter2&Chapter3QUESTION2-9（P.40）Atthefulcrumsectionofreinforcedconcretebeam,shearingforceofselfweightVGk=187.01kN;shearingforceofvehicularloadVGQ1k=261.76kN;impactfactor(1+µ)=1.19;shearingforceofpedestrianliveloadVGQ2k=57.2kN;shearingforceoftemperatureactionVGQ3k=41.5