毕业设计某十层宾馆建筑设计施工图方案含任务书、计算书、开题报告

某宾馆建筑与结构设计1绪论我选择了宾馆楼作为我的毕业设计课题。宾馆的建筑与结构设计对我来说是一种挑战，它是将住宅与商业两种建筑混合在一起的建筑形式，在这之前我从未做过。而且，宾馆较普通住宅楼要考虑更多的方面，所以对设计的要求更加复杂一些，但能够让我有更大的想象空间，展示自己。随着科技的进步，人民生活平的提高，综合类建筑会越来越多，选择宾馆这种综合建筑形式作为毕业设计课题，对于将来择业，提高自己的社会竞争力有很大的帮助。2建筑与结构设计说明2．1建筑设计说明本设计共十层，分为两部分：第一部分为大厅、会议室，第二部宾馆房间。建筑整体造型为矩形，均匀对称，简单大方。首层层高4.2米，二至十层层高为3.4。从使用人数、防火规范等要求出发：宾馆部分共开二个大门与室外主要道路、城市主干道相连；宾馆两侧均设置楼梯。考虑到人员疏散，防火门的设置均按照人员疏散，楼梯的宽度为1710mm。宾馆从实际使用需要，设置套间、双人间、三人间、办公室、男女厕所、仓库、会议室。建筑面积为11515.3m2。根据实际需求情况设有3种房型。套间建筑面积约52m2；双人间，面积约23.4m2；三人间，建筑面积约25.6m2。根据防火规范，南北立面分别设置一个出入口。以上每个入口处均设有坡度为10％的无障碍通道，为残疾人士进出商场-住宅提供方便。无障碍坡道用不锈钢圆管。2．2结构设计说明本结构设计采用的基本假定为：每榀框架结构仅在其自身平面内提供抗侧刚度，平面外的抗侧刚度忽略不计。平面楼盖在其自身平面内刚度无限大。框架结构在荷载作用下材料均处于线弹性阶段。本设计选用框架结构。因为该结构平面布置灵活，采用框架结构的建筑可以形成较大的建筑空间；增设隔墙后，也可以形成小房间，这正好解决了下部大厅、会议室大开间和上部房间小开间的要求。同时外墙在结构中属于非承重构件，建筑在立面方面处理起来也很方便，满足本设计平面布置要求。同时框架结构具有造价低和施工简便等优势。框架结构是高次超静定结构，既承受竖向荷载，又承受侧向作用力，在计算过程中，首先是对结构的柱网进行布置，首先要满足建筑模数，其次柱网的布置要灵活，施工方便。多层框架主要承受竖向荷载，在布置柱网时，考虑到结构在竖向荷载作用下内力分布均匀合理，各构件材料强度能充分利用。根据这些原则布置的柱网，均能满足模数要求，而且也不会太密集，这样就能得到较大的房间的尺寸，使房间宽敞明亮，用户居住舒适，同时满足商场的大开间的要求。考虑到最大的柱距为7.5米，采用尺寸为600mm×600mm的柱截面。框架结构，内外墙体均采用240mm厚多孔砖墙。3结构设计3．1结构选型和布置3．1．1结构选型根据宾馆建筑功能要求，为使建筑平面布置灵活，获得较大的使用空间。本结构设计采用钢筋混凝土结构体系。3．1．2结构布置根据建筑功能要求及建筑物可用的占地平面地形横向尺寸较短，纵向尺寸较长，故把框架结构横向布置。即采用横向框架承重方案，标准层结构布置详见图3.1。施工方案采用梁、板、柱整体现浇方案。楼盖方案采用整体式肋形梁板结构。楼梯采用整体现浇板式楼梯。基础方案采用柱下独立基础。3．1．3初估截面尺寸（1）根据本项目房屋的结构类型、抗震设防烈度和房屋高度查表,得本建筑抗震等级为三级。楼盖、屋盖均采用现浇钢筋混凝土结构，楼板厚度为150mm，各层梁、板、柱混凝土强度等级均为C30(fc=14.3N/mm2，ft=1.43N/mm2)，纵向受力钢筋采用HRB335级钢筋(fy=300N/mm2)，其余采用HPB235级钢筋(fy=210N/mm2)。根据建筑平面布置确定结构平面布置图可知，A轴柱、B轴柱、C轴柱及D轴柱的承载范围分别为7.5m×3.3m、7.5m×4.5m、7.5m×4.2m、7.5m×3m。估算结构构件尺寸时，楼面荷载近似取为10kN/m2计算（以中柱计算为例）。（2）梁截面尺寸估算依据框架结构主梁截面高度及宽度可由下式确定：hb=(~)lb，bb=(~)hb且bb≧200mm，其中横梁跨度：lAB=6600mm，lBC=2400mm，lCD=6000mm，纵梁l1=7500mm，。由此估算梁截面尺寸如下：横向主框架梁：b×h=250mm×600mm纵向框架梁：b×h=250mm×650mm（3）柱截面尺寸估算依据柱轴压比应小于轴压比限值的要求：N/(bchcfc)=N/(Acfc)≦0.9C30混凝土：fc=14.3N/mm2，ft=1.43N/mm2，得：Ac≧=4802mm2取柱截面为正方形，则柱截面边长为510mm。结合实际情况，并考虑底层层高（由梁轴线算至基础顶面）H=5700mm，b=(~)H=380~285mm，故本设计柱截面尺寸为600mm×600mm。纵向受拉钢筋抗震锚固长度laE=41d，梁内钢筋伸至边柱内长度≧0.4laE=0.4×41d=16.4d=16.4×25=410mm，故柱截面满足此抗震要求。3．2框架结构计算简图3．2．1计算简图说明本设计基础选用柱下独立基础，基础顶面标高为-1.500m。框架的计算单元如图3.2所示，取⑨轴上的一榀框架计算，假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层柱截面尺寸不变，故梁跨度等于柱截面形心轴线之间的距离。底层的计算高度为4.2+1.5=5.7m，其余各层的计算高度均为3.4m。2．2．2框架梁柱截面特征由构件的几何尺寸、截面尺寸和材料强度，利用结构力学有关截面惯性矩及线刚度的概念计算梁柱截面特征，如表及表3.2.2所示。表梁截面特征计算表边框架梁（I=11.5I0）编号截面宽b/(mm)截面高h/(mm)梁跨L/(mm)混凝土弹性模量EEc/(Pa)截面惯性矩I/((mm4)线刚度i/(N·mm)相对线刚度i’AB跨2506006600300004.5×1093.07×101100.32BC跨2506002400300004.5×1098.43×101100.88CD跨2506006000300004.5×1093.38×101100.35表柱截面特征计算表层号柱子轴号截面宽b/(mm)截面高h/(mm)柱高L/(mm)混凝土弹性模量EEc/(Pa)截面惯性矩I/((mm4)线刚度i/(N··mm)相对线刚度i’1ABCD60060057003000010.8×10992.74×101100.652~10ABCD60060034003000010.8×10994.61×10101.00框架梁柱的线刚度计算（1）柱线刚度计算底层柱线刚度：i1===6.23×1010N·mm2~10层柱线刚度：i2~10===9.53×1010N·mm（2）梁线刚度计算AB跨梁：iAB＝==3.07×1010N·mmBC跨梁：iBC＝==8.43×1010N·mmCD跨梁：iCD＝==3.38×1010N·mm（3）相对线刚度计算令2~10层柱线刚度i=1.0，则其余各杆件的相对线刚度为：底层柱子：i==0.65AB跨梁：i==0.32BC跨梁：i==0.88CD跨梁：i==0.35同理可得边框架梁相对线刚度为：i=0.32×=0.24i=0.88×=0.66i=0.35×=0.26根据以上的计算结果，框架梁柱的相对线刚度如图3.3所示。3．3荷载计算3．3．1恒载标准值计算（1）不上人屋面恒载40厚细石砼找平层0.04×25＝1.15kN/m2塑料夹层板 0.1kN/m220厚1：3水泥砂浆0.02×20＝0.40kN/m225厚XPS板0.025×0.6＝0.15kN/m230厚1：8水泥焦渣0.03×14＝0.42kN/m2三元乙丙防水层0.4kN/m2钢筋混凝土板150mm0.15×25＝3.75kN/m220厚混合砂浆天棚抹灰0.02×17＝0.34kN/m2合计7.11kN/m2（2）楼面恒载20厚1：3水泥砂浆0.05×20＝1kN/m2钢筋混凝土板150mm0.15×25＝3.75kN/m220厚混合砂浆天棚抹灰0.02×17＝0.34kN/m2合计5.09kN/m2（3）梁自重纵向框架梁：b×h=350mm×750mm框架梁自重：25×0.35×(0.75-0.15)=5.25kN/m梁侧抹灰层：20厚混合砂浆17×0.02×(0.75-0.15)=0.204kN/m合计5.49kN/m横向主框架梁：b×h=250mm×600mm框架梁自重：25×0.25×(0.6-0.15)=2.81kN/m梁侧抹灰层：20厚混合砂浆17×0.02×(0.6-0.15)=0.15kN/m合计2.96kN/m（4）柱自重KZ1：b×h=600mm×600mmKZ1柱自重：25×0.6×0.6=9kN/m抹灰层：10厚混合砂浆17×0.01×4×0.5=0.34kN/m合计9.34kN/m（5）墙自重①外纵墙自重底层纵墙18×3.45×0.24=14.90kN/m外墙面贴瓷砖0.5×3.45=1.725kN/m内墙面20厚抹灰17×0.02×3.45=1.173kN/m合计17.8kN/m标准层纵墙18×2.65×0.24=10.37kN/m外墙面贴瓷砖0.5×1.33=1.33kN/m内墙面20厚抹灰17×0.02×0.34=0.34kN/m合计13.12kN/m②内纵墙自重及内横墙自重标准层纵墙（横墙）18×2.65×0.24=11.45kN/m20厚混合砂浆双面抹灰17×0.02×2.65×2=1.80kN/m合计13.25kN/m③女儿墙自重墙重25×0.5×0.12=1.5kN/m20厚混合砂浆双面抹灰17×0.02×0.5=0.17kN/m合计1.67kN/m活荷载标准值计算（1）屋面及楼面活荷载标准值查建筑结构荷载规范得：不人屋面活荷载标准值为0.5kN/m2；楼面活荷载标准值为：2.0kN/m2。（2）屋面雪荷载标准值查建筑结构荷载规范得：基本雪压为0.2kN/m2。屋面雪荷载与活荷载不同时考虑，两者中取大值。（3）风荷载计算结果见表。表横向风荷载计算层次Hi/(m)Hi/HμsμzβzqkHuHiFk女儿墙顶35.31.31.731.00.60.5697.50.70.71034.811.31.731.00.60.5697.53.43.430.75931.40.91.31.731.00.60.5697.53.43.425.58280.81.31.731.00.60.5697.53.43.425.5724.60.711.31.731.00.60.5697.53.43.425.5621.20.611.31.731.00.60.5697.53.43.425.5517.80.511.31.731.00.60.5697.53.43.425.5414.40.411.31.731.00.60.5697.53.43.425.53110.321.31.731.00.60.5697.53.43.425.527.60.221.31.731.00.60.5697.53.43.425.514.20.121.31.731.00.60.5697.54.24.234.883．4竖向荷载作用下内力分析计算单元确定框架的计算单元如图3.2所示，取⑨轴上的一榀框架计算，计算单元尺寸为15240×7500mm。A柱与B柱间距为6600mm，B柱与C柱间距为2400mm，C柱与D柱间距为6000mm。⑨轴上的一榀框架承载的板宽为7500mm。3．4．2恒荷载计算（1）顶层梁柱①AB、BC及CD跨梁a.屋盖传给横向主框架梁横向主框架梁gK1=7.11×7.21=51.26kN/m女儿墙gK2=1.67kN/mb.横向主框架梁自重gK3＝2.96kN/m合计gK＝55.89kN/m②柱子A轴边柱边框架梁传递GK1=(7.11×3.3+1.67)×7.5=188.5kN边框架梁自重GK2=2.96×(7.5-0.6)=20.72kN合计GAK=209.22kND轴边柱边框架梁传递GK1=(7.11×3.00+1.67)×7.5=172.5kN边框架梁自重GK2=2.96×(7.5-0.6)=20.72kN合计GDK=193.22kNB轴柱纵向中框架梁传递GK1=7.11×(1.2+3.30)×7.5=240kN边框架梁自重GK2=2.96×6.7=19.8kN合计GBK=259.8kNC轴柱纵向中框架梁传递递GK1=7.111×(1..2+3.000)×7..5=2244.0kN边框架梁自重GK22=2.966×6.9==11.699kN合计GGCK=2443.8kkN（2）标准层梁柱①AB、BC及CD跨梁a.楼面板传给横向主主框架梁横向主框架梁gK11=5.09×7.5=38.188kN/m内纵墙gK2=13.255kN/mmb.横向主框架梁自重重gK33＝2.96kkN/m合计ggK＝54.4kkN/m②柱子a.A轴边柱边框架梁传递GK11=(5.09×3.3＋13.12)×7.5=224.338kN边框架梁自重GK22=2.96×6.9=19.833kN柱自重GK2=9×((3.4-0.15)=29.25kN合计GGAK=273..46kNNb.D轴边柱边框架梁传递GK11=(5.009×3.00＋13.122)×7.55=212..93kNN边框架梁自重GK22=2.966×6.9==19.833kN柱自重GK2=9×((3.4-00.15)==29.25kN合计GGDK=262.001kNc.B轴柱边框架梁传递GK11=5.099×（3.3＋1.2）×7.5==171.779kN边框架梁自重GK22=2.966×6.9==19.833kN柱自重GK2=9×((3.4-00.15)==29.255kN合计GGBK=220.87kNd.C轴柱边框架梁传递GK11=5.099×（3.0＋1.2）×7.5==160.334kN边框架梁自重GK22=2.966×6.9==19.833kN柱自重GK2=9×((3.4-00.15)==29.255kN合计GGCK=2009.42kkN3．4．3活荷载计算（1）顶层梁柱①AB、BC及CD跨梁屋盖传给横向主框框架梁横向主框架梁qK11=0.5×7.5=3.5kN//m合计QQK＝3.5kN//m②柱子a.A轴边柱边框架梁传递QKA=0.5×3.3×7.5=12.4kkNb.D轴边柱边框架梁传递QKDD=0.5×3..00×7..5=11.255kNc.B轴柱纵向中框架梁传递递QKB=0.5×(3.3+11.2)×7.5=16.9kNNd.C轴柱纵向中框架梁传递递QKC=0.55×(1.22+3.000)×7.55=15.775kN（2）标准层梁柱①AB、BC及CD跨梁楼面板传给横向主主框架梁横向主框架梁qK11=2.0××7.5=49.5kNN/m合计QQK＝49.5kkN/m②柱子a.A轴边柱边框架梁传递QKA=2.0××3.3×7.5=49.5kkNb.D轴边柱边框架梁传递QKDD=2.0××3.00××7.5=45kNc.B轴柱纵向中框架梁传递递QKB=2.0××(1.2+3.30)×7.55=67.5kNNd.C轴柱纵向中框架梁传递递QKC=2.00×(1.22+3.000)×7.55=63kN3．4．4竖向恒荷载作用下下内力分析（1）顶层的计算分配系数计算如下下：==0.2424==0.7575==0.4==0.4545==0.1454==0.3946==0.4484==0.4545==0.1570==0.2593==0.7407各杆件的固端弯矩矩如下：M=-=-30.774kN··mM==30.74kkN·mM=-=-11.118kN··mM==11.18kkN·mM=-=-27.995kN·mmM==27.95kNN·m（2）第九层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（3）第八层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（4）第七层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（5）第六层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（6）第五层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（7）第四层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（8）第三层计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（9）第二层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m（10）第一层计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-29.990kN··mM==29.90kkN·mM=-=-10.888kN··mM==10.88kkN·mM=-=-27.22kN·mmM==27.2kN··m用弯矩分配法计算算框架内力。传传递系数为1/2，各节点分分配两次即可可。计算结果果如图3.5所示。恒载载作用下的弯弯矩图如图3.6所示。在竖竖向荷载作用用下，考虑框框架梁端的塑塑性内力重分分布，取弯矩矩调幅系数为为0.8，，调幅后后，恒载弯矩矩见图3.6中括号内的的数值。（7）恒荷载作用下梁端端剪力及柱轴轴力计算梁端剪力：V==Vq+VmVqq=qlVmm=柱轴力：N=VV+G柱自重：底层：：GK1=9×((4.2-0..15)=36.445kN2～10层：GK2==9×(3..4-0.15)=29.225kN恒荷载作用下梁端端剪力及柱轴轴力计算过程程见表。梁端端剪力图、柱柱轴力图见图3.7、图3.88。表恒载作用下梁端剪剪力及柱剪力力层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨CD跨BC跨BC跨CD跨AB跨BC跨CD跨B柱B柱C柱D柱VqA=VqBVqB=VqCVqC=VqDVmA=-VmBVmB=-VmCVmC=-VmDVAVCVBVCVCVDNuNbNuNbNuNbNuNb10184.4467.07167.671.88(1.50)-0.525(-0.42)0.67(0.54)186.32215.57249.11278.36235.94265.19167196.259179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)394.81424.06520.24549.49497.17526.42359.15388.148179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)603.3632.55791.37820.62758.4787.65551.3580.557179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)811.79841.041062.51091.751091.631048.88743.45772.76179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1020.281049.531333.631362.881280.861310.11935.6964.855179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1228.771258.021604.761634.011542.011517.341127.7511574179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1437.261466.511875.891905.141803.321832.571319.91349.153179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1645.7516752147.022176.272064.552093.81512.051541.32179.5265.28163.2-0.28(-0.22)-3.2(-2.56)0.3(0.24)1854.241883.492418.152447.42325.782355.031704.21733.451179.5265.28163.2-0.52(-0.42)-0.37(-0.3)0.38(0.3)2062.732091.982718.982689.282587.012616.262896.351925.6注：括号内为调幅幅后剪力值，表表中单位为kN。3．4．5竖向活荷载作用下下内力分析活荷载的不利布置置按满跨计算算。（1）顶层的计算分配系数计算如下下：==0.2424==0.7575==0.4==0.4545==0.1454==0.3946==0.4484==0.4545==0.1570==0.2593==0.7407各杆件的固端弯矩矩如下：M=-=-12.771kN·mmM==30.74kkN·mM=-=-1.688kN·mmM==1.68kNN·mM=-=-10.55kN·mM==10.5kN··m（2）第九层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.445kN··mM==54.45kkN·mM=-=-7.2kN·mM==7.2kN··mM=-=-45kNN·mM==45kN·m（3）第八层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（4）第七层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（5）第六层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（6）第五层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（7）第四层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（8）第三层计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（9）第二层的计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m（10）第一层计算分配系数计算如下下：==0.4310==0.1379==0.4310==0.1==0.3125==0.275==0.3125==0.3096==0.1==0.1084==0.3096==0.4255==0.1489==0.4255各杆件的固端弯矩矩如下：M=-=-54.45kN·mM==54.45kkN·mM=-=-7.2kNN·mM==7.2kN··mM=-=-45kN·mmM==45kN·m用弯矩分配法计算算框架内力。传传递系数为1/2，各节点分分配两次即可可。计算结果果如图3.9所示。活载载作用下的弯弯矩图如图3.10所示。在竖竖向荷载作用用下，考虑框框架梁端的塑塑性内力重分分布，取弯矩矩调幅系数为为0.8，，调幅后后，活载弯矩矩见图3.10中括号内的的数值。（7）活荷载作用下梁端端剪力及柱轴轴力计算梁端剪力：V==Vq+VmVqq=qlVmm=柱轴力：N=VV+G柱自重：底层：：GK1=9×(4.2-0..15)=36.445kN2～10层：GK2==9×(3.4-0.15)=29.225kN活荷载作用下梁端端剪力及柱轴轴力计算过程程见表。梁端端剪力图、柱柱轴力图见图图3.11、图3.12。表3.4.2活载作作用下梁端剪剪力及柱剪力力层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨CD跨BC跨BC跨CD跨AB跨BC跨CD跨B柱B柱C柱D柱VqA=VqBVqB=VqCVqC=VqDVmA=-VmBVmB=-VmCVmC=-VmDVAVCVBVCVCVDNuNbNuNbNuNbNuNb1011.554.210.50.4(0.32)-0.82(-0.65)0.05(0.04)11.9511.9514.5314.5315.5715.5710.4510.45949.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)61.1861.1883.5283.5277.0977.0955.7155.71849.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)110.41110.41152.51152.51138.61138.61100.97100.97749.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)159.64159.64221.5221.5200.13200.13146.23146.23649.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)208.87208.87290.49290.49261.65261.65191.49191.49549.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)258.87258.87359.48359.48323.17323.17236.75236.75449.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)307.33307.33428.47428.47384.69384.69282.01282.01349.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)356.56356.56497.46497.46446.21446.21327.27327.27249.51845-0.27(-0.22)-1.22(-0.97)0.26(0.21)405.79405.79566.45566.45507.73507.73372.53372.53149.51845-0.53(-0.42)-0.53(-0.42)0.52(0.42)454.76454.76635.01635.01570.72570.72417.01417.01注：括号内为调幅幅后剪力值，表表中单位为kN。3.5水平地震震作用内力分分析3．5．1重力荷载标准值计计算（1）各层梁、柱、板自自重标准值各层柱、板、梁自自重标准值详详见表、表3.5.2、表3.5.3。表柱重力荷载标准值值层数柱编号截面宽/(mm))截面高/(mm))净高/(mm)gK/(kN/m)数量Gki/(kN)/(kN)1KZ160060057009442257.22257.22~10KZ260060034009441346.41346.4表板重力荷载标准值值层数板面积/(mm22)gK/(kNN/m2)Gki/(kN)/(kN)1～10楼面1101.665.095607.4455836.5楼梯455.09229.055屋面1146.667.118125.758125.75注：表中楼梯部分分板的gK按楼面的1.2倍考虑。表梁重力荷载标准值值层数梁编号截面宽/(mm))截面高/(mm))净跨长/(mm))gK/(kN/m)数量Gki/(kN)/(kN)1～10KL135075069006.5691810.562404.42KL235075054606.5627435075021606.5622535075050406.56266.12KL325060056403.169160.425060021603.16961.4325060050403.169143.33L125040069002.5435L225060055403.16117.51L325060035003.16111.06（2）各层墙（外墙）自自重标准值①女儿墙重总长：L=(755.24+115.24))×2=180.96m总重：Gk1=11.67×1180.96=302..20kN②标准层墙重总长：L=1800.96-0.6×30+755.24×22-0.6××22+100.68×99+12.112×9/22+2×177=484.99m总重：Gk1=113.25×484.99=6424..93kN③首层墙重总长：L=×300+75.224×2-00.6×222+10.668×9+112.12××9/2+22×17=4484.9mm总重：Gk1=117.8×4844.9=86631.222kN（3）各层（各质点）自自重标准值计计算①首层（墙＋梁+板板+柱）Gk=＋2404.42++5836..5+=175700.80kkN②标准层（墙＋梁++板+柱）Gk=6424.93++2404..42+5836..5+1346..4=160122.25kkN③顶层（墙＋梁+板板+柱）Gk=302.2++22404.442+8152..75+=147455.04kkN3．5．2重力荷载代表值计计算重力荷载代表值GG取结构和构构件自重标准准值和各可变变荷载组合值值之和，各可可变荷载组合值系数数取为：雪荷荷载：0.5；屋面活荷荷载：0.0；按等效均均布荷载计算算的楼面活载载：0.5。①首层G1=17570.8++0.5×11146.666×2.00=187117.46kN②标准层Gi=16012.255+0.5×11146.666×2.00=171558.91kN③顶层G6=14745.044+0.5××1146..66×0..2=148859.711kN3．5．3等效总重力荷载代代表值计算本设计抗震设防烈烈度为7度，设计地地震分组为第第一组，场地地类别为Ⅱ类场地，依此查得：水平地地震影响系数数最大值：＝＝0.08,特征周期值值：Tg=0.355s，取阻尼比比=0.05。结构总的重力荷载载代表值=18717.466+171588.91×8+148599.71=1708448.45kN结构等效重力荷载载代表值Geq=0.85==0.85××1708448.45==1452221.18kN3．5．4横向框架侧移刚度度计算地震作用时根据各各受力构件的的抗侧刚度来来分配的，同同时，若用顶顶点位移法求求结构的自振周期时时也要用到结结构的抗侧刚刚度，为此先先计算各楼层层柱的抗侧刚刚度。（1）中框架柱侧移刚度度计算Di=①一般层a.边柱A==0.32，===0.1388b.边柱D==0.35，===0.1455c.中柱B==1.2，==00.375c.中柱C==1.23，===0.3811②首层a.边柱A==0.49，==0.44a.边柱D==0.54，==0..41b.中柱B==1.85，==0.661b.中柱C==1.89，===0.61（2）边框架注侧移刚度度计算①一般层a.边柱A==0.24，===0.1077b.边柱C==0.26，===0.1155c.中柱B==0.9，==0.31c.中柱D==0.92，==0.332②首层a.边柱A==0.37，==0.337b.边柱D==0.4，==0.375b.中柱C==1.38，==0..56d.中柱C==1.42，===0.56（3）计算结构计算结构详见表、表3.5.5、表3.5.6。表中框架柱侧移刚度度D值边柱A层次(×104kN·mm)h/(m)(×104kN/mm)根数2~100.320.1384.63.40.651110.490.42.745.70.411边柱D2~100.350.1454.63.40.691110.540.412.745.70.4111中柱B2~101.20.3754.63.41.671111.850.612.745.70.6211中柱C2~101.230.3814.63.41.821111.890.6102.745.70.6211((×104kN/m))2~1053.113122.555表边框架柱侧移刚度度D值边柱A层次(×104kN·mm)h/(m)(×104kN/mm)根数2~100.240.1074.63.40.51210.370.372.745.70.372边柱D2~100.260.1154.63.40.55210.40.3752.745.70.382中柱B2~100.90.314.63.41.48211.380.562.745.70.382中柱C2~100.920.324.63.41.48211.420.562.745.70.572((×104kN/m))2~108.1211.899表横向框架层间侧移移刚度层次12~10(×104kN/mm)24.4461.253．5．5横向自振周期计算算（1）结构顶点的假想侧侧移计算（图图3.13）先由公式VGi==GK计算楼层剪剪力，再由公公式(Δu)i=VGi/Di计算层间相相对位移，最后由公式式uT=(Δu)k计算结构顶顶点位移。计计算过程见表表。表结构顶点的假想侧侧移计算层次Gi/(kN)VGi/(kkN)(kN/m)Δui/(m)uT/(m))1014859.71114859.7116125000.0242.133917158.91132018.6226125000.0522.109817158.91149177.5336125000.0802.057717158.91166336.4446125000.1081.977617158.91183495.3556125000.1641.869517158.911117813.1176125000.1921.705417158.911100645.2266125000.221.513317158.911117813.1176125000.2481.293217158.911134972.0086125000.2761.045118717.466188007.3362444000.7690.769由T1＝1.7ΨT计算基基本周期，取取ΨT＝0.7，由表可知uT＝2.1333m。所以，T1＝1..7ΨT＝1.7×00.7×=1.7388s。3．5．6水平地震作用及楼楼层地震剪力力计算（1）水平地震作用及楼楼层地震剪力力计算由房屋的抗震设防防烈度、场地地类别及设计计地震分组而而确定的地震震作用计算参参数如下：＝0.08，Tg==0.35ss，=0.05。由此计算的相应于于结构基本自自振周期的水水平地震影响响系数为：×0.08=())×0.088=0.01189结构等效总重力荷荷载为：Geq=0.85××=0.855×(187717.466+171588.91×8+1489..71)=1708848.455kN又因为：T1＝11.738ss>1.4Tg=1.4××0.35==0.49ss故应考虑顶部附加加地震作用，顶顶部附加地震震作用系数为为：=0.08T11+0.077=0.088×1.7338+0.007=0.2209FEK=Geq=00.04344×1708848.455=7414..8kNΔF6=FEK=0.12552×74114.8=928.334kNFEK(1-)=77414.88×(1-00.12522)=64886.46kkN（2）各质点水平地震作作用标准值Fi=1449.377计算结果详见表以以及图3.14。表各质点横向水平地地震作用及楼楼层地震剪力力计算表层次Hi/mGi/kNGiHi/kN·mFi/kNVi/kN1036.314859.711535777.550.15217.4217.4932.917158.911564528.110.16213.94313.3829.517158.911506187.880.14202.91634.21726.117158.911447847.660.13188.4822.61620.717158.911389507.330.11159.4982.01519.317158.911331166.990.094136.241118.25415.917158.911272826.550.078113.111231.35312.517158.911214486.440.06188.41319.7529.117158.911156146.110.04463.771383.5215.718717.46697805.80.02840.581424.1=SUM(ABOVE)170848.445=SUM(ABOVE)3516280=SUM(ABOVE)=SUM(ABOVE)1424.113．5．7水平地震作用下的的位移验算水平地震作用下框框架结构的层层间位移Δui和顶点位移ui分别由公式Δui＝Vi/Dij和ui＝Δuuk计算得出结结果。其详细细计算过程见见表3.x，表中还计计算了各层间间弹性位移角角：θe=Δui/hi。由表可知，最大层层间弹性位移移角发生在第第一层，其值值为1/8955<[θe]=1/550（满足要求）。其其中[θe]为钢筋混凝凝土框架弹性性层间位移角角限值。表横向水平地震作用用下的位移验验算层次Vi/(kN)(kN/m)Δui/(m)uT/(m)hi/(m))θe=Δui/hi10217.46125000.000053.41/6800094313.36125000.00073.41/48578634.216125000.001033.41/33007822.616125000.00103993.41/24466982.016125000.00163.41/212551118.256125000.00693.41/170041231.356125000.0023.41/158031319.756125000.002153.41/158121383.526125000.002263.41/150411424.12444000.005835.71/9783．5．8水平地震作用下的的框架内力分分析对⑦轴线横向框架内力力进行计算。框框架在水平节节点荷载作用用下，采用D值法分析内力。（1）计算依据由Vi=求得框架第i层的的层间剪力Vi后，i层j柱分配的剪剪力Vij及该柱上、下端的弯矩MM和M分别按下列列各式计算：：柱端剪力：Vijj=Vij下端弯矩：M=VVijyh上端弯矩：M=VVij(1--y)h上式中：y=ynn+y1+y2+y3其中Dij、取自表、表表和表3.5.6，Vi取自表3.5.8，yn、y1、y2、y3查附表《规则框架架承受倒三角角形分布水平平力作用时标标准反弯点的的高度比y0值》可得。各各层梁线刚度度不变，取y1=0，底层柱考考虑修正值y2，第二层柱柱考虑修正值值y3。（2）计算结果横向水平地震作用用下，⑦轴框架边柱柱柱端弯矩和和剪力计算结结果见表，中中柱计算结果果见表3.5.111。并根据表3.5.110及表3.5.111计算出横向向水平地震作作用下的框架架梁的弯矩M、剪力V及柱子的轴轴力N（见表3.5.112、表3.5.113）。由此所所绘M、N、V图详见图3.15、图3.16、图3.17。表横向水平地震作用用下⑦轴框架各层层柱端弯矩及及剪力计算表表边柱（A柱）层次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(B)/kNyMb(kN·m)Mu(kN·m)103.4217.461250065002.30.320.151.1736.64793.44313.361250065004.570.320.34.6610.8883.4634.2161250065006.370.320.358,0114.8773.4822.6161250065008.730.320.411.8717.8163.4982.01612500650010.420.320.414.1721.2653.41118.25612500650011.870.320.4518.1622.2243.41231.35612500650013.070.320.4520.0024.4433.41319.75612500650014.010.320.523.8223.8223.41383.52612500650014.680.320.629.9519.9615.71424.1244400400023.30.490.9119.5213.28边柱（D柱）层次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(D)/kNyMb(kN·m)Mu(kN·m)103.4217.461250069002.450.350.171.426.9193.44313.361250069004.870.350.335.4411.0583.4634.2161250069007.140.350.378.9815.2973.4822.6161250069009.270.350.412.6118.9163.4982.01612500690011.060.350.4316.1721.4353.41118.25612500690012.60.350.4519.2823.5643.41231.35612500690013.870.350.4521.2225.9433.41319.75612500690014.870.350.525.2825.2823.41383.52612500690015.580.350.5730.1922.7815.71424.1244400410023.880.540.85115.720.42表横向水平地震作用用下⑦轴框架各层层柱端弯矩及及剪力计算表表中柱（B柱）层次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(B)/kNyMb(kN·m)Mu(kN·m)103.4217.4612500107005.921.20.448.8611.2793.44313.36125001070011.761.20.45182283.4634.216125001070017.291.20.4727.6331.1673.4822.616125001070022.431.20.538.1338.1363.4982.016125001070026.771.20.545.5145.5153.41118.256125001070030.491.20.551.8351.8343.41231.356125001070033.571.20.557.0757.0733.41319.756125001070035.981.20.561.1761.1723.41383.526125001070037.721.20.564.1264.1215.71424.1244400620036.161.850.61127.2981.38表横向水平地震作用用下⑦轴框架各层层柱端弯矩及及剪力计算表表中柱（C柱）层次hi/(m)Vi/(kN)(kN/m)(kN/m)Vi(B)/kNyMb(kN·m)Mu(kN·m)103.4217.4612500182006.011.230.448.9911.4493.44313.36125001820011.81.230.4518.0522.0783.4634.216125001820017.41.230.4727.8131.3573.4822.616125001820022.521.230.538.2838.2863.4982.016125001820026.81.230.545.5645.5653.41118.256125001820030.611.230.552.0452.0443.41231.356125001820033.721.230.557.3257.3233.41319.756125001820036.101.230.561.3161.3123.41383.526125001820037.891.230.564.4164.4115.71424.1244400620036.631.890.61127.3681.43表横向水平地震作用用下9轴框架各层层梁端弯矩、剪剪力计算表AB跨梁BC跨梁CD跨梁层次柱端带分配弯矩之之和(kN·m))Mr/(kN·m)Mr/(kN·m)Vb/(kN)Ml/(kN·m)Mr/(kN·m)Vb/(kN)Ml/(kN·m)Mr/(kN·m)Vb/(kN)1011.446.6472.361.360.2060.56811.276.57.40.2266.912.851.58931.0612.656.3982.790.2060.56830.8617.6420.210.22612.477.023.25849.4519.5310.184.50.2060.56849.1628.0632.170.22620.731.165.32759.1625.8212.195.760.2060.56865.7633.641.40.22627.8913.376.88669.5333.1314.327.190.2060.56883.6439.4951.30.22634.0415.718.29576.0136.3715.847.910.2060.56897.3443.6858.760.22639.7317.389.52483.3942.617.189.060.2060.568108.947.3765.110.22645.2218.8510.68388.6743.8218.279.410.2060.568118.2450.3670.250.22646.520.0411.09292.7243.8719.19.530.2060.568125.2952.6674.140.22648.0620.9511.5195.7643.2319.739.530.2060.568145.554.3983.290.22650.6121.6412.04表横向水平地震作用用下⑦轴框架各层层柱轴力计算算表AB跨梁端剪力BC跨梁端剪力CD跨梁端剪力边柱A轴力边柱B轴力边柱C轴力中柱D轴力层次Vb/(kN)Vb/(kN)Vb/(kN)N/(kN)N/(kN)N/(kN)N/(kN)101.367.41.58-1.367.47.621.5892.2920.213.25-3.6520.2120.674.8384.532.175.32-8.1532.1732.9910.1575.7641.46.88-13.9141.442.5217.0367.1951.38.29-21.1051.352.425.3257.9158.769.52-29.0158.7660.3734.8449.0665.1110.68-38.0765.1166.7345.5239.4170.2511.09-47.4870.2571.9356.6129.5374.1411.5-57.0174.1476.1168.1119.5383.2912.04-66.5483.2985.580.15注：表中柱轴力中中的负号表示示拉力，当为为左震作用时时，左侧柱为为拉力，对应应的右侧柱为为压力。3．6风荷载作用下内力力分析3．6．1风荷载作用下的位位移验算风荷载作用下的层层间剪力及侧侧移计算结果果见表。由表可知，层间侧侧移最大值1/18669<[θe]=1/5550（满足要求求）。3．6．2风荷载作用下内力力分析根据各楼层剪力及及柱的抗侧刚刚度可求得分分配至各框架架柱的剪力，由于梁柱线刚度比值不大于3，所以采用D值法分析内力。边柱B、C的计算结果见表，中柱D的计算结果见表。由柱端剪力根据节点的弯矩平衡条件求得各梁端弯矩及梁端剪力，其结果见表3.6.4；再由节点力的平衡条件求得柱的轴力，其结果见表3.6.5。由风荷载作用下的M、V、N图见图3.18、图3.19、图3.20。表风荷载作用下框架架层间剪力及及侧移计算层次FK/(kN)Vi/(kN)Di(A)/(kN/mm)Di(D)/(kN/mm)Di(B)/(kN/mm)Di(C)/(kN/mm)/(kN/m))Δui/(m)uT/(m)hi/(m)θe=Δui/hi130.7530.756500.006900.0016700.00018200.00048300.0000.000640.000643.401/5323225.5056.256500.006900.0016700.00018200.00048300.0000.001160.001803.401/2125325.5081.756500.006900.0016700.00018200.00048300.0000.001690.003503.401/2011425.50107.256500.006900.0016700.00018200.00048300.0000.002220.005723.401/1532525.50132.756500.006900.0016700.00018200.00048300.0000.002750.008473.401/1236625.50158.256500.006900.0016700.00018200.00048300.0000.003280.011743.401/1037725.50183.756500.006900.0016700.00018200.00048300.0000.003800.015553.401/894825.50209.256500.006900.0016700.00018200.00048300.0000.004330.019883.401/785925.50234.756500.006900.0016700.00018200.00048300.0000.004860.024743.401/7001034.88269.634000.004100.006200.006200.0020500.0000.013150.037895.701/434表风荷载作用下9轴轴框架各层柱柱端弯矩及剪剪力计算表边柱A层次hi/(m)Vi/(kNN)/(kN/m))Di(B)/(kN/mm)Vi(B)/(kN)yMb/(kN·m)Mu/(kN·m)103.4030.754830065004.140.320.162.2511.8293.4034.154830065004.600.320.314.8410.7883.4037.554830065005.050.320.366.1911.0073.4040.954830065005.510.320.407.4911.2463.4044.354830065005.970.320.418.3211.9753.4047.754830065006.430.320.459.8312.0243.4051.154830065006.880.320.4510.5312.8733.4054.554830065007.340.320.5012.4812.4823.4057.954830065007.800.320.5915.6410.8715.7063.6520500400012.420.490.7553.0917.70边柱D层次hi/(m)Vi/(kN)/(kN/m))Di(D)/(kN/mm)Vi(C)/kNyMb/(kN·m)Mu/(kN·m)103.4030.754830069004.390.350.172.5412.4093.4034.154830069004.