水平荷载作用下的框架内力分析

水平荷载作用下的框架内力分析41梁的线刚度在计算梁的线刚度时，考虑楼板对梁刚度有利影响,认为翼缘参加工作,为简化计算，先按矩形截面计算惯性矩，然后乘以一个增大系数。现浇钢筋砼梁边框架梁15I0中框架梁2I0柱、梁均采用30混凝土，C30107KN/MI01/12BH3M4KB单位KNM框架梁线刚度计算42框架柱侧移刚度计算1柱线刚度柱采用C30混凝土，首层高度443M,25层36M；27/103MKNEC柱截面各层600MM600MM则I01/12BH3108103M4KCEI/H2柱的侧移刚度D一般层DCB2K221HC首层DKCB502C边框架中框架部位截面（M）高度（M）截面惯性矩I0M4I15I0M4KBEI/LKNMI15I0M4KBEI/LKNM边框架030772857103128610353583171102712500中框架0305273131034691034690006310263000边框架03077285710312861035358317110271250边框架边柱C1边框架中柱C2部位截面M层高M惯性矩M4ICEI/H104K1DC1K2DC25层063610810390602319167112036300004层063610810390602319167112036300003层063610810390602319167112036300002层063610810390602319167112036300001层06443108103731380730452012513705530000中框架边柱C1中框架中柱C2各层各柱刚度部位K3DC3K4DC4DC1DC2DC3DC4层间刚度5层0802823333149043358331916743000042333316358331812149904层0802823333149043358331916743000052333318358331913274893层0802823333149043358331916743000052333318358331913274892层0802823333149043358331916743000052333318358331913274891层10492191418406127280191674245975219141827280191139440层间侧移刚度的验算D1/D21139440/132748908607满足要求433水平地震作用分析（底部剪力法）本框架结构符合底部剪力法的适用范围，故采用底部剪力法计算水平地震作用。1框架自振周期计算用能量法计算。用能量法计算的数据过程及其结果见表1T表5用能量法计算的数据1层次IG（KN）NIKIVKNMKID1（KN/M）MIIIIG2I56973326973321214990000601107671843841000328169766132748900130104104031082031041073273873313274890021009194748621210410733779806132748900280077287510111017020479682611394400042004242711794SGTI39086502212考虑七度设防MAX008考虑I组类别类场地土TG035S因为T103914TG049S所以考虑顶部附加水平地震作用底部剪力为1TG/T109MAX035/039090080073FEK1GEQ00730854796826297643KN由公式FIGIHI/GJHJFEK1N横向框架顶点位移计算层数HIGIGIHIGIHI/GJHJFIVI518869733213107620257441744141521000328152349950298632160733116104107312107679023684622919280310410738359816017501027979144310170204505399008238130360剪力分布图360V2F214301F54336045279160731306434验算框架层间弹性位移角1层数层间剪力IKN层间度I层间侧移UIVI/DI层HIMUI/HIE5744112159900611031883032104416073132748912110315230791041/550322919132748917310311631491040001822797913274892101038032621041303601139440266103443600104对于钢筋砼框架结构E1/550,EE所以满足规范规定的层间弹性位移的要求。2楼层地震剪力的验算抗震规范要求NIKIGV因基本周期小于35S，查抗震规范表得016验算过程及其结果见表7。表7楼层地震剪力验算层次IG（KN）NIKKNNIKGIVKN结论56973326973320016111577441满足4100032816976600162716316073满足31041073273873300164382022919满足21041073377980600166047727979满足11017020479682600167674930360满足435水平地震作用下框架柱剪力和弯矩计算（D值法取横向中框架计算）1柱剪力VIKD/DVI，柱弯矩M下VIKYI，M上VIK（1YI）HI2反弯点高度HY0Y1Y2Y3HYY0Y1Y2Y3H反弯点到柱下端质点的距离，即反弯点高度Y0标准反弯点高度比Y1为上、下层梁线刚度比变化修正值Y2为上层层高变化修正值Y3为下层层高修正值根据框架总层数M,该柱所在层数N和梁柱线刚度比值K确定，并由内插法根据K值确定。边柱（中框）层HMY0Y1Y2Y3Y536079030000343607904000043360790450000452360790050000051443179065000065中柱（中框）层HMKY0Y1Y2Y3Y5361490375000037543614904250000425336149047500004752361490500005146184056600005663边柱弯矩计算层HDDD/DVIVIKKYM下M上53612149902333300197441141407903152735634361327489233330018160732893079044166624933613274892333300182291941250790456683816823613274892333300182797950360790590659065144311394402191400193036057680970651660989434中柱弯矩计算层HDDD/DVIVIKKYM下M上536121499035833002974412158149037529134856436132748935833002716073434014904256640898433613274893583300272291961881490475105811169523613274893583300272797975541490513597135971443113944027280002430360728618405661826914008计算过程（1）IIKVD（2）YHMIK下（3）I1上436地震作用下框架梁端剪力和柱轴力标准植计算过程根据节点平衡由柱端弯矩求得梁轴线处弯矩上（下柱）右（左梁）下（上柱）左（右梁）MCM右M左M上M下；21K212KM右左梁1MCM左右梁2MC求得边跨1121中跨1053120469AB跨梁端剪力BC跨梁端剪力柱轴力楼层LM左M右VELM左M右VE边柱中柱57235632579853272277