江西理工大学西校区办公楼设计土木工程工民建毕业设计

第一章建筑设计1.1设计任务书1.1.1基本情况(1)工程概况工程名称：江西理工大学西校区办公楼设计建设地点：赣州市湖边镇业主：XX市XX房地产公司施工单位：XX市XX建设有限公司设计单位：XX市XX建筑设计有限公司监理单位：XX市XX建设监理公司(2)工程规模本工程由多栋住宅构成，先只对江西理工大学西校区办公楼楼设计，为钢筋混凝土框架结构。①层数主体8层；②层高地上首层3.6m,顶层3.9m,其它层3.3m；③房屋高度主体27.6m；房屋长度：48.7m；宽度：16.0m；为长方形,④建筑占地面积779.2nf,总建筑面积6233.6m!；⑤抗震设防烈度为7度，第-组，II类场地土。1.1.2工程设计主要内容(1)地基与基础基础采用柱下独立基础，基础埋深为T.5m。(2)主体结构工程①采用现浇框架结构。采用肋梁楼盖；②混凝土强度等级：混凝土采用C25；③钢筋：本工程的钢筋采用HPB235级和HRB335级钢筋；④墙体：外墙采用多孔页岩砖，内墙采用加气混凝土空心砌块。(3)装饰工程①外墙装饰：根据立面设计要求，外墙面采用贴面砖饰面；②内墙装饰：按照各房间及各部位使用功能的不同，分别采用瓷砖墙面、乳胶漆、水泥砂浆粉面；③楼地面装饰：按各个房间及部位的使用功能不同，采用不同的建筑做法:④门窗工程：本工程外门窗采用铝合金门窗，内门为实木门及防盗门。LL3设计原始资料(1)当地气象资料：基本风压0.35kN/nA场地粗糙度为B类(2)工程地质勘察资料：自然地表下0.5m内为填土，填土下5m内为粘土(fk=180kN/m2),再下为砾石层(fk=200kN/m2)。(3)抗震设防资料：抗震设防烈度为7度，基本地震加速度为0.10g,设计地震分组为第•组，建筑场地类别为H类。L1.4建筑设计任务及条件建筑设计深度达到施工图阶段，完成建筑设计图纸及建筑设计说明书。第二章结构设计2.1结构选型与布置2.1.1结构选型根据住宅建筑功能的要求，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框架结构体系。2.1.2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，把框架横向布置，及采用横向框架承重方案。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。1.3初估截面尺寸.根据本项目房屋的结构类型，抗震设防烈度和房屋的高度，查表得本建筑的抗震等级为二级。楼盖、屋盖均采用现浇混凝土结构，楼板厚度取为120nlm。板采用混凝土等级为C25,各层梁、柱混凝土等级为C30,纵向受力钢筋采用HRB335级钢筋，其余钢筋采用HPB235级钢筋。.梁截面尺寸估算依据框架结构的主梁截面高度及宽度：d=（；〜g）%，且为2200mm,由此估算的梁截面尺寸如下：横向主框架梁：bXh=300mmx500mm；纵向主框架梁：bXh=300mmX500mm；次梁：bXh=300mmX400mmo.柱截面尺寸估算依据柱的轴压比应小于轴压比限值的要求：-^—=—<0.8AcfcC25混凝土：力=11.9N/mm2,求得:=338349.65见”2=338349.65见”20.8x14.3上式中1.2为荷载分项系数，6表示底层柱承受其上六层的荷载由此估算的柱截面的尺寸如下：依1:400x400mm2kz2:450mmx450〃?加

2.2框架计算简图2.2.1柱的计算高度底层柱高h=3.6m,标准层为3.3m,1.5m为基础顶面至室内地面的高度，其他层柱高等于层高。图2.2.1标准层结构布置图2.2.2框架梁柱线刚度计算L柱计算F[ 3,0x107 /m2x—x(0.6/m)4底层柱线刚度：i底=工= =0.9xl05kNmTOC\o"1-5"\h\zL, 3.6m3.0x107 /m2x—x(0.6/n)4其它层柱线刚度：i=1= 12 =0.982xlO5kNmL 3.3m.梁计算 (1轴梁为边框架梁，1=1.51。，各层梁截面均相同)1 1.5x3.0x107 //n2x—x0.25wx(0.5/m)3BC跨梁：iw=炉”= 2 =2.79x1kN•mL 4.2m,1.5x3.0x107 /m2x—x0.25mx(0.5>n)3CE跨梁：iCF=——= =2.17xl04jWV-/ncL 5.4m.相对线刚度计算令BC跨梁线刚度i=1.0,则其余各杆线刚度为：首层柱子:1.94xlQ42.79xl0首层柱子:1.94xlQ42.79xl04=0.70其它层柱子：，/=!!器=0.79CE跨梁：小=孤需=0-78考虑整体现浇板结构中，板对梁的有利作用，对中框架取1=21。，对边框架取1=1.51。，I。为矩形截面框架梁的惯性矩。根据以上计算结果，框架梁柱的相对线度如图所示02R0«002H(0.21)(0.60)(0.21)0.850.8,i 0.810.8E02R0-R00.2R(0.21)(0.60)(0.21)1.01.(1.0 1.000-«00(0.21)(0.60)(0.21)1.01.(10 1.00.280一R002R(0.21)(0.60)(0.21)1.01.01.0 L0.280.800.2R(0.21)(0.60)(0.21)1.01.(1.(1 1.00.2R0RO0.2R(0.21)(0.60)(0.21)1.01.01.0 1.002R0RO02R(0.21)(0.60)(0.21)0.920.920.92 0.92E680024006800(D@© ①图2.2.2框架梁柱相对刚度

2.3荷载计算2.3.1恒载标准值计算:1.上人屋顶恒载标准值：：隔热层-xll.8xO.18=l.O62A：^/w22保护层：40厚配筋层C25细石混凝土 22x0.04=0.88kN/m2防水层：SBS(3+3)改性沥青防水卷材 0.4kN/m2找平层：1：3水泥砂浆20mm找坡层：1:8水泥陶粒100mm20kN/m3xO.O2m=0.40kN/m214x0.10=1.4kN/m2结构层：120mm现浇钢筋混凝土板 25x0.12=3kN/n?板底抹灰：10mm 17x0.01=0.17kN/m2合计： 7.312kN/m22.楼面恒荷载(1)走廊瓷石专地面(包括水泥粗砂打底)0.55kN/m2120mm现浇钢筋混凝土楼板V型轻钢龙骨吊顶合计：(2)会议室及办公室地面0.12mx25kN/m3=3kN/m2 0.25kN/n?3.8kN/m2磨光花岗岩地面：磨光花岗岩块30厚1:3干硬性水泥砂浆面上撒2mm厚素水泥水泥砂浆结合层一道 IZOkN/m)现浇钢筋混凝土板：120mm 3kN/m2V型轻钢龙骨吊顶： O.25kN/m2合计(3)梁自重：Ll：4.5kN/m225x0.3x(0.5-0.12)kN/m3=2.85kN/mL2： 25x0.3x(0.4-0.12)kN/m3=2.1kN/m(4)柱自重：抹灰层：10mm厚混凝土砂浆：合计：(5)墙自重0.6mx0.6mx25kN/m3=9kN17kN/xO.Ol/nx4x0.6=0.408^/m9.408kN/m①外纵墙自重(混凝土空心小砌块)首层：纵墙铝合金窗外墙面贴瓷砖11.8kN/m2+0.9mx0.24m=2.5488kN/m20.35kN/m2xl.8/n=0.63kN/m0.5kN/n?x(3.6-1.8)m=0.9kN/m内墙面20厚抹灰17kN/m3x0.02mx(3.6-1.8)m=0.612kN/m合计4.6908kN/m标准层：纵墙铝合金窗11.8kN/m2+0.9mx0.24m=2.5488kN/m20.35kN/m2xl.8m=0.63AN/m

外墙面贴瓷砖内墙面20厚抹灰顶层：纵墙铝合金窗外墙面贴瓷砖内墙面20厚抹灰合计O.5kN/m2x(3.3-1.8)m=0.75kN/m

17kN/m3x0.02mx(3.3-1.8)m=0.5IkN/m

11.8kN/m2+0.9mx0.24m=2.5488kN/m2

0.35外墙面贴瓷砖内墙面20厚抹灰顶层：纵墙铝合金窗外墙面贴瓷砖内墙面20厚抹灰合计0.5kN/m2x(3.9-1.8)m=1.05kN/m17kN/m3x0.02mx(3.9-1.8)m=0.714kN/m4.9428kN/m②内纵墙自重及内墙自重（只考虑位置固定的纵横向墙体其他位置不定的墙体在附加的活载中体现）首层：纵墙（横墙）抹灰厚20mm（两侧）合计标准层：纵墙（横墙）抹灰厚20mm（两侧）合计顶层：纵墙（横墙）抹灰厚首层：纵墙（横墙）抹灰厚20mm（两侧）合计标准层：纵墙（横墙）抹灰厚20mm（两侧）合计顶层：纵墙（横墙）抹灰厚20mm（两侧）合计（3）女儿墙自重墙重及压顶重外贴瓷砖:水泥粉刷内面：合计IkN/m3x0.02x3.6x2=2.45AN/m10.094kN/m.8kN/疝x3.3x0.18=7.0092ZN/mIkN/m3x0.02x3.3x2=2O4kN/m9.2492kN/m.8kN/m3x3.9x0.18=8.2836ZN/mIkN//n3x0.02x3.9x2=2.652雨/m10.9356kN/m.8kN/m3x0.9x0.24x0.4=4.9488kN/m0.5kN/*x1.35m=0.675kN/m0.36kN/*x1.35m=0.486AW/m6.I098kN/m2.3.2活荷载标准值计算.屋面及楼面荷载查表得：上人屋面为2.0kN/m2；办公楼面为2.0kN/m2；走廊为2.5kN/n?,综合考虑活动隔墙及二级装修，楼面活载标准值均取为4.0kN/m2.屋面雪荷载标注值S*= =1.0x0.2=0.2KN/m2屋面雪荷载与活载不同时来考虑，两者中取最大值.风荷载算得的风荷载详见下表：表2.3.1横向风荷载计算层次Hi/mIIIIusuzBzWoWkqkH.鼻女儿墙顶26.751.31.3651.00.350.4782.008825.511.31.3441.00.350.471.9743.925.41721.60.8471.31.4371.00.350.5032.1133.323.01618.30.7181.31.21261.00.350.4241.7813.319.4续表2.3.1横向风荷载计算层次Hi/mH./HusuzBzWoWkqkH.Fk5150.5881.31.141.00.350.3991.6763.318.25411.70.4591.31.04761.00.350.3671.5413.316.7838.40.3291.31.0001.00.350.351.473.316.0125.10.21.31.0001.00.350.351.473.617.4610.60.0471.31.0001.00.350.353.1753.1753.1752.4竖向荷载作用下框架受载总图2.4.1屋面恒荷载均布荷载1.顶层梁柱恒载计算（DAC跨及DG跨梁1）板传给次梁（纵向）：中间次梁：g*=7.312x（2.4/2+2.2/2）/n=16.8176KN/m边框架梁：g*|=7.312x（2.24-2）m=8.0432KN/mA轴,G轴：g*2=6.1098kN/m（女儿墙）中框架梁：C轴:gk=7.312x（1.2+1.1）=16.8176kN/mD轴：gk=7.312x（1.2+1.l）=16.8176kN/m2）次梁传给横框架梁（主梁）中间次梁传递次梁自重：Gkl=2.1kN/mx（4.2-0.3）m=8.19kN板一次梁主梁：Gk2=16.8176x4.2=70.634kN小计Glk=70.63+8.19=78.82KN3）横框架梁（主梁）自重g*=2.85kN/m— — 24+22折算为集中荷载G2k=2.85x（1一）=6.555kN合计： Gk=Gu+G2k=78.824KN+6.555KN=85.379kN（2）CD跨梁1）板传给梁：gk=7.312x2.4/2=8.7744kN/m2）次梁传给主梁次梁自重：Gkl=2.1x（4.2-0.3）=8.19kN板传递：Gk2=8.7744x4.2=36.852kN小计：G*=G*1+6公=45.042ZN3）横框架梁自重：g*=2.85kN/m折算为集中荷载：G2k=2.85KN/mx2.4m=6.84kN合计： G中*=45.042KN+6.84KN=51.882KN(3)柱子(1)边柱(A轴.G轴)边框梁传递 G*|=(8.0432+6.1098)x4.2=59.4426KN边框梁自重 Gt2=(4.2-0.6)x2.85=10.26^合计 G,k=Gck=Gk.+Gk,=59.4426+10.26=69.703KN(2)中柱C轴 纵向中框架梁传递：Gkl=16.8176x4,2=70,634KN纵向中框架梁自重：Gg=2.85x(4.2-0.6)=10.26KN合计： G*=GH+Gk2=80.894KND轴 纵向中框架梁传递：Gkl=16.8176x4,2=70,634KN纵向中框架梁自重：Gk2=2.85x(4.2-0.6)=10.26KN合计： Gck=G*1+G«2=80.894KN2、活载计算①AC跨及DG跨梁1)板传给次梁：中间次梁：gk=4.0x(2.4/2+2.2/2)=9.2KN/m边框架梁(A轴、G轴)：gki=4.0x(2.24-2)=4.4^/m中框架梁：C轴：gk=4.0x(1.2+1.1)=9.2kN/mD轴：gk=4.0x(l.2+1.D=9.2kN/m2)次梁传给主梁中间次梁传递：=9.2x4.2=38.64KN(2)CD跨梁1)板传给梁：=4.0x1.2=4.8kN/m2)次梁传给主梁Qk=4.8x4.2=20.16KN(3)柱子1)边柱(A轴.G轴)边框梁传递Gak=Ggk=4.4x4.2=18.48KN2)中柱C轴Qk=9.2x4.2=38.64^D轴Qk=9,2x4.2=38.64^顶层位置如下图所示:图2.4.1 顶层荷载位置图2、4标准层梁柱1、恒载计算AC跨及DG跨梁1)板传给次梁(纵向)：中间次梁：g*=4.5x(2.4/2+2.2/2)m=10.35KN/m边框架梁：gkl=4.5x(2.2+2)=4.95KN/mA轴,G轴：gk2=444kN/m(墙)中框架梁：C轴：gk=4.5x(1.2+1.D=10.35kN/mD轴：gk=4.5x(1.2+1.l)=10.35kN/m(2)次梁传给横框架梁(主梁)中间次梁传递中框架梁自重：Gkl=2.1kN/mx(4.2-0.3)m=8.19kN中框架梁传递：Gk2=10.35x4.2=43.47kN小计 Glk=51.66KN(3)横框架梁(主梁)自重g*=2.85kN/m折算为集中荷载G2k=2.85x2.4=6.84kN合计: Gk=GU+G2k=51.66K/V+6.84KN=58.5kNCD跨梁(D板传给次梁：gk=4.5x(1.2+1.1)=10.35kN/m(2)次梁传给主梁次梁自重：Gkl=2.1x(4.2-0.3)=8.19kN板传递：Gk2=l0.35x4.2=43,47kN小计：Gik=Gkl+GK2=5\.66kN(3)横框架梁自重：gk=2.S5kN/m折算为集中荷载：G”=2.85KN/mx2.4m=6.84kN合计： G,|1Jt=51,66KN+6.84KN=58.5KN(3)柱子(1)边柱(A轴.G轴)边框梁传递 G*|=(4.5+4.4)x4.2=37.548KN边框梁及柱自重G*2=(4.2-0.6)x2.85=10.26KN合计 Gak=G,k=Gh+Gk,=37.548+10.26=47.8KN/iA OA A1 A/(2)中柱C轴纵向中框架梁传递：Gkl=10.35x4.2=43.47KN纵向中框架梁自重：Gk2=2.85x(4.2-0.6)=10.26KN合计： Gck=G*1+G*2=53.73KND轴纵向中框架梁传递：Gkl=10.35x4.2=43.47KN纵向中框架梁自重：Gk2=2.85x(4.2-0.6)=10.26KN合计： Gck=Gi,+Gt2=53.73KN2、活载计算①AC跨及DG跨梁1)板传给次梁：中间次梁：gk=4.0x(2.4/2+2.2/2)=9.2KN/m边框架梁(A轴、G轴)：gkl=4.0x(2.22)=4AKN/m中框架梁：C轴：gk=4.0x(1.2+1.1)=9.2kN/mD轴：gk=4.0x(1.2+1.D=9.2kN/m2)次梁传给主梁中间次梁传递：Q*=9.2x4.2=38.64KNCD跨梁1)板传给梁：^=4.0x(1.2+l,l)=9.2kN/m2)次梁传给主梁Qk=4.8x4.2=20.16KN(3)柱子1)边柱(A轴.G轴)边框梁传递Gak=Ggk=4.4x4.2=l8.48KN2)中柱C轴 Q=9.2x4.2=38.64KND轴 Qk=9.2x4.2=38.64AT/V2.4.3底层梁柱1、恒载计算AC跨及DG跨梁1)板传给次梁(纵向)：中间次梁：gk=4.5x(2.4/2+2.2/2)m=10.35KN/m边框架梁：gkl=4.5x(2.2+2)=4.95KN/机A轴，G轴：g«2=10.096kN/m(墙)中框架梁：C轴：gk=4.5x(1.2+1.D=10.35kN/mD轴:gk=4.5x(1.2+1.l)=10.35kN/m2)次梁传给横框架梁(主梁)中间次梁传递次梁自重：Gkl=2.1kN/mx(4.2-0.3)m=8.19kN传递： Gk2=10.35x4.2=43.47kN小计 Glk=Gtl+Gt2=51.66KN(3)横框架梁(主梁)自重g*=2.85kN/m折算为集中荷载G2k=2.85x2.4=6.84kN合计： Gk=GU,+G2k=57.36kNCD跨梁(D板传给次梁：gk=4.5x(1.2+1.l)=10.35kN/m(2)次梁传给主梁次梁自重：Gkl=2.1x(4.2-0.3)=8.19kN传递：Gk2=4,8x4.2=20.16kN小计：Glk=Gtl+GK2=28.35kN(3)横框架梁自重：gk=2.S5kN/m折算为集中荷载：G2t=2.85KN/mx2.4m=6.84kN合计： G,1u=28.35KN+6.84KN=35.19KN(3)柱子(1)边柱(A轴.G轴)边框梁传递 G-=(4.95+10.0964)x4.2=63.195KN边框梁自重 Gkl=(4.2-0.6)x2.85=10.26KN柱自重 G*3=(3.6-0.12)x9.408=32.74KN合计 Gak=Ggk=Gki+Gk2=73.455KN(2)中柱C轴纵向中框架梁传递：Gkl=10.35x4.2=43.47KN纵向中框架梁自重：Gk?=2.85x(4.2-0.6)=10.26KN柱自重 Gq=(3.6-0.12)x9.408=32.74KN合计： Gck=G"G*2=53.73KND轴纵向中框架梁传递：Gkl=10.35x4.2=43.47KN纵向中框架梁自重：Gk?=2.85x(4.2-0.6)=10.26KN柱自重 Gk3=(3.6-0.12)x9.408=32.74KN合计： Gck=G"G«2=53.73KN2、活载计算底层梁柱活载与标准2、4.3计算简图综上所述：各楼层的荷载计算结果，绘出受载总图如下：

(18.48)69.70(38.64)51.88(38.64)51.88(38.64)SO.894(38.64)80.894(38.64)51.88(38.64)51.88(18.18)69.70(18.48)47.81G-29.92(38.64)58.50(38.61)58.501=29.94(38.64)53.7329.94(38.64)53.73(38.64)58.50(38.64)58.50G=29.94(18.48)47.81(18.4847.81G=29.921(38.64)58.50(38.64)58.50G=29.94(38.64)53.73G=29.94(38.64)53.73(38.64)58.50(38.64)58.50r-29.94(18.48)47.81(18.48)47.81G=29.92(38.64)58.50(38.64)58.503-29.94(38.64)53.73S=29.94(38.64)53.73(38.64)58.50(38.64)58.50IG=29.94(18.48)47.81>29,94G=29.94G29.94(18.48)47.81,G29.92(38.64)58.50(38.64)58.50(38.64)53.73(38.64)53.73(38.61)58.50(38.64)58.50(18.48)47.81(18.48)47.81,G29.92(38.64)58.501 ,(38.64)58.50G=29.94(38.64)53.735=29.94(38.64)53.73(38.64)58.501 ,(38.64)58.50G-29.94(18.48)47.81(18.48)73.46,G=29.92(38.61)57.3611(38.64)57.36G29.94(38.64)53.73G29.94(38.64)53.73(38.64)57.36।1(38.64)57.36G=29.91(18.48)73.46G=32.74732.74■680024006800cD©cD图2.4.2框架竖向受载总和注：图中各值单位为KN。括号内为活载，括号外为恒载

2.5水平地震作用计算及内力、位移计算5.1重力荷载标准值计算.各层梁、柱、板自重标准值见下表：表2.5.1柱重力荷载标准值层数柱编号截面宽/mm截面高/mm净高/mmgk/(KN/m)数量G-/KNLGi/KN1KZ16006003.489.408411342.331368.43TZ13005003.483.75226.12到7KZ16006003.189.408411226.621250.47TZ13005003.183.75223.858KZ16006003.789.40821746.807775.17TZ13005003.783.75228.35表2.5.2 板重力荷载标准值层数板面积/DI?gk/(KN/m)Gk/KNEGi/KN1至U7楼面736.364.53313.623544.956楼梯42.845.4231.34第8层楼面393.884.51772.461918.116楼梯42.845.4145.656屋面342.487.3122504.212504.21表2.5.3梁重力荷载标准值层数梁编-vn'J号截面宽/mm截面高/mm净跨长/mmgk/(KN/m)数后GMKNLGi/KN1-7层KL13005006.592.8524450.7561456.493005002.192.851274.898KL23005006.492.85473.9863005003.972.8536407.3223005005.792.85233.0033005002.192.85212.483L13004004.22.136317.5230040062.1225.23004002.42.115.043004006.72.1456.28屋面梁KL13005006.592.8524450.7561451.453005002.192.851274.898KL23005006.492.85473.9863005003.972.8536407.3223005005.792.85233.0033005002.192.85212.483

续表2.5.3 梁重力荷载标准值L13004004.22.136317.5230040062.1225.23004002.42.1003004006.72.1456.28屋面梁KL13005006.592.8514262.9411451.453005002.192.85849.932KL23005006.492.85473.9863005003.972.8519214.983005002.192.1212.483L13004004.22.118158.763004006.72.1456.283004002.42.1210.08.各层墙重女儿墙重 总长L=(48.7+16)x2=129.4加总重G=6.12x129.4=791.93KN标准层重 总L=129.4-0.6x28=112.6，〃总重G=6.12xl29.4=791.93N首层墙重 总重G=4.69x112.6=528.09KN基础的不计首层（墙+梁+板+柱）1)2)首层（墙+梁+板+柱）1)2)=7664.35KN- 528.09+499.94“八 1250.465+1=7664.35KNG,= +1456.49+839.44+3544.956+ 标准层（墙+梁+板+柱）2 2标准层（墙+梁+板+柱）Gk=499.944+(1456.49+839.442)+3544.956+1250.465=7591.297KN3)顶层标准层(墙+梁+板+柱)499744 1250465G.=791.93+——+1451.45+2504.21+ ：—=5622.79KN2 24)电梯、机房(第八层)(设备重+柱+板+梁)取设备自重重力荷载：电梯轿箱及设备自重：200KNG.=200+2504.21+⑵。,"=3329.4425KN23.重力荷载代表值计算1)首层 G|=7664.35+0.5x(736.36+42.84)x4=9222.75KN2)标准层G=5109.31+0.5x(374.6+27)x2=5511.07KN3)顶层G&=5622.79+0.5x(393.88+42.84)x0.45=5721.052KN4)电梯及机房等G8_=3329.44+0.5x（42.84+16.32）x0.45=3342.75KN集中于各楼层标高处的重力荷载代表值计算图，如下图：4.等效总重力荷载代表值计算本设计抗震设防烈度7度，设计地震分组第一组，场地类别二类，查得a—=0.08,Tg=0.35s,J=0.05。结构总的重力荷载代表值：ZG=90046.46KN结构等效重力荷载代表值Gen=0.85>G,=76539.49KN2.6横向框架侧移刚度计算Gk3342.752.6.1中框架柱侧移刚度计算类别二类，查得a—=0.08,Tg=0.35s,J=0.05。结构总的重力荷载代表值：ZG=90046.46KN结构等效重力荷载代表值Gen=0.85>G,=76539.49KN2.6横向框架侧移刚度计算Gk3342.752.6.1中框架柱侧移刚度计算）i般层：1）边柱;0.28+0.28… 0.28 ….k= =0.28,a.= =0.1232x1.0 '0.28+2.02）中柱r0.28+0.28+0.80+0.80k= 2x1.0（2）第一层1）边柱;0.28+0.28=1.08,%=空一=0.3511.08+2.02x0.98八cc, 0.304八,=0.304,a.= =0.351c2+0.3042）中柱;0.28+0.28+0.80+0.802x0.92=1.174,a,=1.1741.174+2.06.2中框架柱侧移刚度计算（1）一般层：1）边柱;0.21+0.21… 0.21 …Uk= =0.21,a= =0.0952x1.0 °0.21+2.02）中柱r 0.21+0.21+0.60+0.602x1.0OmroG产5721.052G5=9149.69G4=9149.69Gi=9149.69G尸9222.75图2.5.1结构重力荷载代表值=0.3699noi=0.81,a= =0.28800.81+2.0（2）第一层1）边柱;0.21+0.21…0 0.228 …ck= =0.228,ae= =0.1022x0.92 c 2+0.2282）中柱r0.21+0.21+0.60+0.60k= 2x0.92=0.880,a.=-0380-=03062+0.8803、计算结果表2.6.1中框架柱侧移刚度D值边柱层次k%.ic/(xlO4KN/m)h/mDi/(xlO4KN/m)根数2-70.280.1230.9823.30.1332010.3040.1320.93.60.112080.280.1230.8313.90.08115中柱层次k《ic/(xlO4KN/m)h/mD,./(xlO4AW/m)根数2-71.080.3510.9823.30.37981811.1740.36990.93.60.308251881.080.3510.8313.90.23012313X。/(X1()4KN/M2-79.468617.748584.2012表2.6.2边框架柱侧移刚度D值边柱层次k%iJ炽10*KN/m)h/mDi/(x\04KN/m)根数2-70.210.0950.9823.30.1028410.2280.1020.93.60.085480.210.0950.8313.90.06234中柱房次kic/(x104KN/m)h/mDi/(xiO4KN/m)根数2-70.810.2880.9823.30.3116410.8800.3060.93.60.255480.810.2880.8313.90.188824X。/(xlO,KN/m)2-71.657811.3681.0044表2.6.3横向框架层间侧移刚度层次12345678Z0/(x104KN9.108511.126411.126411.126411.126411.126411.12645.205623横向自振周期计算2.7.1结构顶点的假想侧移刚度先由（1）式计算楼层剪力，再由（2）式计算层间相对位移，最后由（3）式计算结构的顶点位移。TOC\o"1-5"\h\z%这5 ⑴/=1（△八=%二。 （2）（M）« ⑶女=1计算过程见下表:表2.7.1结构顶点的假想侧移计算层次G,/KN%./KNUrX°/(KN/⑼△4/in由1m89780.1079780.1075205600.01878670.3253540579149.69718929.80411126400.017013410.3065663869149.69728079.50111126400.025236830.2895529659149.69737229.19811126400.033460240.2643161449149.69746378.89511126400.041683650.2308559039149.69755528.59211126400.049907060.1891722629149.69764678.28911126400.0581310480.1392652019222.75073901.0399108500.0811341480.08113415由£=1.74^r计算基本周期,取心■=0.7,4=0.33,得7；=1.74%"7=1.7x0.7x血豆=0.68s2.8水平地震作用及楼层地震剪力计算2.8.1水平地震作用及楼层地震剪力计算查得计算参数：am”=0。8,4=0.35s4=0.05。由此计算的相应于结构基本自振周期的水平地震影响系数为：T八（上严*0.08=0.0440。结构等效系数总重力荷载为：Geq=0.85^G,.=62815.8832^由于工=0.68s>1.47；=1.4x0.35=0.495,故应考虑顶部附加地震作用，顶部附加地震作用系数为：3,、=0.08T1+0.07=0.1244sFek=0。纣=0.0440x62815.8832=2763.899KN△Fr=3F,k=0.1244x2763.899=343.829KNFEK（y-3n）=2763.899x（1-0.1244）=2420.06996=2420.07KN

2.8.2各质点水平地震作用的标准值GH毕明计算结果见下表:,表2.8.1 各质点力K平地震作用及楼层地震剪力t•算表层次h/mGJKNG.H.(KNm)G也10EG,由"/KN匕/KN827.39780.107266996.92110.236801.22658.45723.49149.697214102.90980.189457.391115.84620.69149.697183908.90970.162392.051573.23516.89149.697153714.90960.136329.131965.28413.59149.697123520.90950.109263.792294.41310.29149.69793326.90940.082198.452558.2026.99149.69763132.90930.056135.522683.7213.69222.75033201.90.02970.182763.899Z65601.0391131905.5681.02763.899(a)水平地震分布作用 (b)层间剪力分布图2.8.1横向水平地震作用及楼层地震剪力8.3水平地震作用下的位移计算水平地震作用下框架结构的层间位移和顶点位移分别由下式计算:△〃,=匕/£4 ⑴ 4=£△〃£ ⑵j=l *=|其计算过程见表，表中还计算了各层的层间弹性位移角：6,=△〃,/%<>表2.8.2 横向水平地震作用下的位移计算层次匕/KNX"(KN/m)*Jm〃7/加h/mOe=MJ%8658.455205600.0012650.0152643.90.000324471115.8411126400.0010030.0139993.30.000303961573.2311126400.0014140.0129963.30.000428551965.2811126400.0017660.0115823.30.000535242294.4111126400.0020620.0098163.30.000624832558.2011126400.0022990.0077543.30.000696722693.7211126400.0024210.0054553.30.000733612763.909108500.0030340.0030343.60.0008428由上表可知：最大层间弹性位移角发生在第一层，其值为0.0008428=1/1202<［。］=1/550（满足要求）。其中［Q］为钢筋混凝土框架弹性层间位移角限值。2.8.4水平地震作用下的框架内力计算对第1轴线横向框架内力进行计算。框架在水平节点荷载作用下，采用D值法分析内力。（1）计算依据由匕号求得框架第i层的层间剪力匕后，i层j柱分配的剪力％及该柱上、下端的k=l弯矩MJ和分别按下列各式计算：柱端剪力：％=举」匕 下端弯矩：M；=%yh 上端弯矩：j=l上式中、=%+/+%+% 其中”》.必3查附表。各层梁线刚度不变，取M=0（2）计算结果横向水平地震作用下，10轴框架柱柱端弯矩和剪力计算结果见下面各表：表2.8.3 横向水平地震作用F10轴框架各层柱端弯矩及剪力计算表A、GN油边柱层次h/m匕/KNX。/(KN//n)DJ(KN1m)匕/KNkyMb/KNmM”1KNm83.9658.45520560806410.200.280.519.8919.8973.31115.8411126401330913.350.280.522.0322.0363.31573.2311126401330918.820.280.531.0531.0553.31965.2811126401330923.510.280.538.7938.7943.32294.4111126401330927.440.280.545.2845.28

33.32558.2011126401330930.600.280.550.4950.4923.32693.7211126401330932.220.280.553.1653.1613.62763.909108501100033.380.3040.6780.5130.66C、D轴中柱层次h/m匕/KN£DJ(KNIm)DJ(KNIm)匕/KNkyMh1KNmM"/KNm83.9658.455205602301229.121.080.556.7856.7873.31115.8411126403798138.091.080.562.8562.8563.31573.2311126403798153.701.080.588.6188.6153.31965.2811126403798167.091.080.5110.69110.6943.32294.4111126403798178.321.080.5129.23129.2333.32558.2011126403798187.331.080.5144.09144.0923.32693.7211126403798191.951.080.5151.72151.7213.62763.909108503082593.541.1740.67225.62111.13表2.8.4横线水平地震作用下10轴框架各层梁端弯矩及剪力计算表BC跨CE跨层次柱弯矩和Mr(KN/m)匕/KNM「(KNIm)%/KN+irh+h856.7819.8914.715.090.2590.74142.0742.0735.067119.6341.9230.9810.720.2590.74184.9484.9470.786151.4653.0839.2313.580.2590.741112.34112.3493.625199.369.8451.6217.860.2590.741147.68147.68123.074239.3284.0762.1421.500.2590.741177.78177.78148.153295.8195.7770.7924.490.2590.741202.53202.53168.782295.81103.6576.6126.510.2590.741219.19219.19182.661377.3492.8297.7328.020.2590.741279.61279.61233.01表2.8.5横向水平地震作用下10轴框架轴力计算表层次AC、DG跨梁端剪力匕/KNCE跨梁端剪力匕/KNB柱轴力N/KNC柱轴力N/KN85.0935.06-5.09-29.97710.7270.78-15.81-90.03613.5893.62-29.39-170.07517.86123.07-47.25-275.28121.50148.15-68.75-401.95324.49168.78-93.24-546.24226.51182.66-119.75-702.39128.02233.01-147.77-907.375.0915.8129.3947.255.0915.8129.3947.2568.7593.24119.7522.035L8238.7945.2838.7945.2838.7945.282.9风荷载作用下的位移验算及内力计算2.9.1.风荷载作用下的位移验算根据各楼层剪力及柱的抗侧移刚度可求得分配至各框架柱的剪力，根据与地震作用下内力分析的相同方法求得柱的反弯点高度。表2.9.1风荷载作用下框架层间剪力及侧移计算层次用/KN匕/KN0,(4G)2（C、D）ZDJ(KNIm)A//./m氏1mh/me,=△4//?.825.40525.4058064230125205600.00004880.000713.90.0000125723.01048.415133093798111126400.00004350.00065653.30.0000132619.39567.81133093798111126400.00006090.00061303.30.0000185518.25286.062133093798111126400.00007730.00055213.30.00002342416.781102.843133093798111126400.00009240.00047483.30.0000280316.008118.851133093798111126400.00010680.00038243.30.0000324217.464136.315133093798111126400.00012250.00027563.30.000037113.165139.4811000308259108500.00015310.00015313.60.0000425由上表可知:最大层间弹，性位移角发4匕在第一层，其值为0.0000425<[6>,]=1/550（满足要求）。其中9]为钢筋混凝土框架弹性层间位移角限值。2.9.2风荷载作用下的内力计算根据各楼层剪力及柱的抗侧移刚度可求得分配至各框架柱的剪力，根据与地震作用下内力分析的相同方法求得柱的反弯点高度。表2.9.2风荷载作用下，10轴框架各层柱端弯矩及剪力计算边柱（A、G）柱层次hjm匕/KNXDJ〈KNIm)DJ(KN1m)匕/KNkyMh/KNmM"1KNm83.925.40552056080640.3940.280.50.7680.76873.348.415112640133090.5790.280.50.9550.95563.367.81112640133090.8090.280.51.3351.33553.386.062112640133091.0270.280.51.6951.69543.3102.843112640133091.2270.280.52.0252.02533.3118.851112640133091.4180.280.52.3402.34023.3136.315112640133091.6260.280.52.6832.68313.6139.48910850110001.6640.300.674.0141.977中柱（C、D）柱层次hjm匕/KNXO,/(KN/m)0/(KN/m)V/KNkyMhIKNmM1/KNm83.925.405520560230121.121.080.52.1842.184

73.348.415112640379811.651.080.52.7252.72563.367.81112640379812.311.080.53.8123.81253.386.062112640379812.941.080.54.8514.85143.3102.843112640379813.511.080.55.7905.79033.3118.851112640379814.061.080.56.6996.69923.3136.315112640379814.651.080.57.6737.67313.6139.48910850308254.721.170.6711.3855.607表2.9.3风荷载作用下梁端弯矩剪力计算表AC跨或DG跨CD跨层次柱端弯矩和”(KN/m)Mr(KN/m)匕/KNh+irM'(KNIm)Mr(KNIm)%/KN82.1840.7680.5660.1960.2590.7411.6181.6181.34874.90651.7230.4460.3190.2590.7413.6363.6363.03068.7193.0580.7920.5660.2590.7416.4616.4615.384513.5694.7531.2310.8800.2590.74110.05510.0558.379419.3596.7781.7561.2550.2590.74114.34514.34511.954326.0599.1182.3621.6880.2590.74119.30919.30916.091233.73211.8013.0562.1850.2590.74124.99524.99520.829145.11715.8154.0962.9280.2590.74133.43233.43227.860表2.9.4 风荷载作用下各层柱轴力计算表层次AC(DG)跨梁端剪力CD跨梁端剪力C柱轴力N/KN中柱轴力N/KN80.1961.348-0.196-1.15270.3193.030-0.515-3.98660.5665.384-1.081-8.80450.8808.379-1.961-16.30341.25511.954-3.216-27.00231.68816.091-4.904-41.40522.18520.829-7.089-60.04912.92827.860-10.017-84.981

0.7682.3402.6830.7680.9550.7682.3402.6830.7680.9552.0252.3400.9551.3351.3351.6951.6952.025zA寸LOi0.196 0.1960.3193.0300.3190.1961.1521.152 °，1960.5665,3840.5660.5153.9861.986 0.5150.8808.3790.8801.081<804,•804 1.0811.25511,9541.2551.96116.30316.303 1,96]1.68816.09■1.6883.21627.002321f27,0022.385 :!3.82!'2.3851.90411.405H.4O5 4.9046800ft 42400680038.5896800049(2400>)8.049 8.589068002.10计算竖向荷载作用下框架结构内力2.10.1恒载作用下的内力分析1、标准层固端弯矩Mac=M=—Mca= =—121.23kN-inAC UU LA UU而cd=-4.344KN.mMDC=2AJKN.m2、屋面固端弯矩标AC=凡c=-Mca=-MGD=-\O9.55KN.mMCD=-6.3lKN.mMDC=3ASKN.m2.10.2活载在AC跨的内力分析(DG跨相同)各层C柱集中力为18.48kN：—— 2~， 〜故：MBC=_MCB=-gx38.64kNx6.8m=-58.39KN.m2.10.3活载在(CD)跨的内力分析MCD=-^x6kN/mx(2Am)2=-2.S8kN-mMcd=2.88kN,m2.10.4活载在第二跨(DG跨)的内力分析各层受力活载在第一跨时的情况对称。2.10.5重力荷载代表值作用下的内力分析重力荷载代表值作用位置与受载总图-•致，重力荷载代表值的取值：1)一般层：G&=恒载+0.5楼面活载2)屋面层：G&=恒载+0.3当荷载1、屋面Gea=Geg=68.7。kN+0.5x0.45kNIm2x4.2，”x1.1/n=70.74AN聆,,、=G-网八=51.88kN+0.5x0.45kN/m2x4.2mx2.2m=56.96ANGec=80.894AN+0.5x0.45雨lm2x4.2mx(1.2m+l.lm)=83.07kNGed=80.894ZN+0.5x0.45ZN/m2x4.2mx(1.2m+1.Im)=83.07kN2、标准层Gf.=GFr=47.8IkN+0.5x18.4弘N=57.05ZNcoG,,，*,，、=Gr,c2,，、=58.50kN+0.5x38.64kN=77.82kNGec=53.73kN+0.5x38.64kN=73.05kNGed=53.73LN+38.64kN=73.05LN3、首层Gf.=GFr=73.46kN+0.5x18.48kN=82.7kNC/icuGf(ah八=G“nrai八—5736kN+0.5x38.64kN=76.68kNGec=53.73ZN+0.5x38.64AN=73.05ZNGfD=53.73^+38.64^=73.05^C.U1、固端弯矩(1)屋面固端弯矩TOC\o"1-5"\h\z_ _ _ _ 2M=Mnr=_M「a=~Mrn=——x56.96ZNx6.8m=-86.04^-mAC /JU CA (jU.1,MCD=-—ql2=1.41KN.mMCD=--ql2=4.2S\KN.m(2)标准层固端弯矩— — — 2M=MX=-Mca=-Mf=一一x77.82kNx6.8m=-117.59AN•加C DU CAC/£z 9一 1Mcd=——ql2=5.54KN.m— 1 ,M,.n=——ql2=4.31KN.mc，122.10.5迭代法计算迭代法计算由于所占篇幅较大，计算工作量较大，而且比较容易出错，一般都在电子表格中完成。各种内力的图如下：4A【0一©-6。91(186066寸・91&5得.ZII50.O402【ox一8889M96,71.50.6540.202270,59.瓯57.4494236257,57.阻60.oM2259.56,28.4208储二50.的「E山二9.5229zlnIrL50一.014858二・9TO806、—10.810.91——79.841 °-001 80.2380.5980.270.3610.8110.9279.930.3980.6280.5079.870.2710.8(10.9279.910.3080.5380.5279.960.29nQ9 1_8C5179.99U・J/80.6480.1279.940.1110.2111.0180.ORU.80.6580.3880.340.15non10.71rrr e2400U・Lt80.61E6800rr-t680080.08zrr图2.10.3恒载下的轴力图（KN）28.7928.0327.4327.5927.8727.9927.4026.6929.0314.527.14L0.74A68006800—37.521.1239.766.490.1638.650.0138.392.320.00838.380.2638.902.500.01438.150.4939.132.730.03138.440.2038.842.790.03238.480.15938.802.320.03238.46 0.18680038.822.8324000.031680056.0084.895.650.16113.13164.248.980.168169.99244.2811.520.212226.85324.7814.280.243283.44405.2317.110.275397.42485.2619.460.306415.90£) 565.55Q)产.320)0.337图2.10.6 活荷载作用在第I跨的轴力图(KN)8一08。.0962.76。020二o6712ss82oo6S91ooo.s42432z24ooSS4o85ss。一・002s二o05o.61.004s/^.0-37Nz179寸9.Z^slrl

98一.091X5.8IOZI.EI0.090.130.180.0.090.130.180.230.240.442.99图2.10.9活荷载作用在第II跨的剪力图(KN)894388M7&L22.97527249564558359.5S.60./34.366CCT930.326800 2400 680071.62 15.68 73.62~~|12280.330.98~|15.3(10.3473.5880.0971.1800479.950.001~1——.10.2210.31—80.3380.4980.170.36 "1-10.2110.3279.960.3980.7380.4079.77|S2779.930.30~|_ ——10.2(10.3280.56804279.86~~| 0.2979.990.32—1_'-10.2C10.9180.57R6279.841().1180.120.33~19.7110.6180.6580.2880.24|615AOQ"1- 10.212400680080.70680079.98图2.10.12重力荷教代表值作用下的轴力图(KN)2.11内力组合2.11.1弯矩调幅计算表2.11.1弯矩调幅表荷载种类HIT跨向弯矩标准值调幅系数调幅后弯矩标7隹值M'°Mr(>M中。M10Mr0M中。恒载顶层AC-96.88103.5460.960.90-87.1993.1954.86CD-33.0331.4022.670.90-29.7328.2620.40DG-103.1694.8461.980.90-92.8485.3655.78六层AC-117.06117.0359.480.90-105.35105.3353.53CD-16.1512.237.670.90-14.5411.016.90DG-116.93117.1859.490.90-105.24105.4653.54五层AC-114.75117.3960.900.90-103.28105.6554.81CD-17.7716.2010.170.90-15.9914.589.15DG-117.26114.8061.130.90-105.53103.3255.02四层AC-115.27117.3460.580.90-103.74105.6154.52CD-17.3916.3210.340.90-15.6514.699.31DG-117.20115.5460.570.90-105.48103.9954.51三层AC-115.17117.3660.630.90-103.65105.6254.57CD-17.4615.8310.130.90-15.7114.259.12DG-117.21115.2660.650.90-105.49103.7354.59二层AC-115.07117.3260.910.90-103.56105.5954.82CD-17.6116.0710.320.90-15.8514.469.29DG-115.7660.50116.490.90-104.1854.45104.84一层AC-115.54117.5260.530.90-103.99105.7754.48CD-18.0116.2610.620.90-16.2114.639.56DG-117.16116.1160.070.90-105.44104.5054.06活载顶层AC-47.8958.5737.550.90-43.1052.7133.80CD-33.3428.942.120.90-30.0126.051.91DG-57.6748.2537.550.90-51.9043.4333.80六层AC-56.4156.8432.320.90-50.7751.1629.09

CD-22.1919.611.760.90-19.9717.651.58DG-56.6956.5932.320.90-51.0250.9329.09五层AC-55.0756.8432.630.90-49.5651.1629.37CD-22.1919.611.750.90-19.9717.651.58DG-57.6054.9432.630.90-51.8449.4529.37四公AC-55.7059.9032.330.90-50.1353.9129.10CD-13.7713.681.790.90-12.3912.311.61DG-58.9355.3432.330.90-53.0449.8129.10三层AC-55.5157.1833.050.90-49.9651.4629.75CD-19.4318.982.650.90-17.4917.082.39DG-56.9955.6333.050.90-51.2950.0729.75二层AC-54.8158.1733.170.90-49.3352.3529.85CD-19.0615.970.180.90-17.1514.370.16DG-56.6855.3333.170.90-51.0149.8029.85一层AC-50.7844.6932.740.90-45.7040.2229.47CD-29.7322.440.180.90-26.7620.200.16DG-58.7355.4132.740.90-52.8649.8729.472.11.2横向框架梁内力组合表2.11.2梁内力组合（非抗震）荷载种类内力组合（无地震作用）Mmin及相应VMmax及相应VVmax及相应M杆件跨向截面内力恒载活荷载风荷载1.2恒+1.4活1.2恒+1.4活+1.4X0.6风1.35恒+1.4X0.7活左风右风左风右风梁左端M-87.19-43.100.77-0.77-164.97-164.32-165.61-159.94-165.61-159.94-164.32V71.5237.520.20-0.20138.35138.52138.19133.32133.32138.52138.52AC跨跨中M54.8633.800.12-0.12113.15113.25113.05107.19107.19113.250.00顶M93.19-52.710.52-0.5238.0338.4737.5974.1537.5974.1537.54层梁右端V-73.48-39.760.20-0.20-143.84-143.68-144.00-138.16-144.00-138.16-144.00横梁左端M-29.73-30.011.66-1.66-77.69-76.30-79.08-69.55-79.08-69.55-76.30CD跨V16.207.201.35-1.3529.5230.6528.3928.9328.3930.6530.65梁跨中M20.401.910.000.0027.1527.1527.1529.4127.1529.410.00梁右端M28.26-26.051.66-1.66-2.56-1.16-3.9512.62-3.9512.62-3.95V-15.76-7.201.35-1.35-28.99-27.9-30.1-28.33-30.12-27.86-30.12DG跨梁左端M-92.84-51.900.52-0.52-184.07-183.63-184.51-176.20-184.51-176.20-183.63V73.7239.760.20-0.20144.13111.29143.96138.49138.49144.291444.29

跨中M55.7833.800.12-0.12114.26114.36114.16108.43108.43114.360.00梁右端M85.36-43.430.77-0.7741.6342.2840.9872.6740.9872.6742.28V-71.28-37.520.20-0.20-138.06-137.90-138.23-133.00-138.23-133.00-138.23八层横梁AC跨梁左端M-105.35-50.771.72-1.72-197.50-196.05-198.95-191.98-198.95-191.98-196.05V80.2338.650.32-0.32150.39150.65150.12146.19146.19150.65150.65跨中M53.5329.090.13-0.13104.96105.07104.85100.77100.77105.070.00梁右端M105.33-51.161.18-1.1854.7755.7653.7892.0653.7892.0655.76V-80.23-38.390.32-0.32-150.02-149.75-150.29-145.93-150.29-145.93-150.29CD跨梁左端M-14.54-19.973.73-3.73-45.41-42.27-48.54-39.20-48.54-39.20-42.27V10.947.203.03-3.0323.2125.7520.6621.8320.6625.7525.75跨中M6.901.580.000.0010.4910.4910.4910.8610.4910.860.00梁右端M11.01-17.653.73-3.73-11.50-8.37-14.63-2.43-14.63一2.43-14.63V-10.82-7.200.32-0.32-23.06-22.80-23.33-21.66-23.33-21.66-23.33DG跨梁左端M-105.24-51.021.18-1.18-197.72-196.73-198.71-192.07-198.71-192.07-196.73V80.1938.390.32-0.32149.97150.24149.71145.88145.88150.24150.24跨中M53.5429.090.13-0.13104.97105.08104.86100.79100.79105.080.00梁右端M105.46-50.931.72-1.7255.2556.7053.8092.4653.8092.4656.70V-80.27-38.650.32-0.32-150.43-150.17-150.70-146.24-150.70-146.24-150.71AC跨梁左端M-103.2-49.562.29-2.29-193.32-191.4-195.-188.0-195.24-188.00-191.40

80240V79.8438.380.57-0.57149.54150.02149.06145.40145.40150.02150.02跨中M54.8129.370.24-0.24106.89107.09106.69102.78102.78107.090.00M105.65-51.162.72-2.7255.1657.4452.8792.4952.8792.4957.44梁右端V-80.62-38.900.57-0.57-151.20-150.73-151.68-146.96-151.68-146.96-151.68梁左端M-15.99-19.974.97-4.97-47.15-42.97-51.32-41.16-51.32-41.16-42.97五V10.917.205.38-5.3823.1727.6918.6521.7818.6527.6927.69CD跨跨中M9.151.580.000.0013.1913.1913.1913.9013.1913.900.00层梁右端M14.58-17.564.97-4.97-7.09-2.92-11.262.47-11.262.47-11.26横V-10.81-7.205.38-5.38-23.05-18.53-27.57-21.65-27.57-18.53-27.57梁梁左端M-105.53-51.841.57-1.57-199.21-197.89-200.53-