学士南阳某层钢框架办公楼毕业设计计算书

表2-133柱网布置置及内力计计算单元图图2.7.1竖向恒载载作用下的的内力计算算1)顶层：=1\\*GBB3①板传给次次梁的线荷荷载：其中EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4边跨：：=5.227×3..9m=220.555kN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=（1-2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4）×=（1-2××0.099+0.0027）×20..55=17.441kN/mm中跨：：=5.227×2..1m=111.0667kN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=6..92kkN/m图2-144恒载作作用下板的的传载方式式图2-155荷载等效效图②板传给纵梁梁的线荷载载：边跨：5.227××==6.422kN/m中跨：5.227××++5.277××（1-2××0.322+0.333）=11..11kkN/m③纵梁传给柱柱的集中力力：B轴（E轴）：：女儿墙自自重：111.0600kN梁的自重+墙墙的自重++板传给纵纵梁的荷载载=3.99×1.339+111.06++6.422×3.99×2=665.155kNC轴（D轴）：：2×111.11××3.9++3.9××1.399=92..08kkN=4\*GB3④横梁传给柱柱的集中力力：B轴（E轴）：：（17..41+11.39）×3.445=644.86kNC轴（D轴）：：17.441×3..45+66.92××1.055+1.339×（3.455+1.005）=73..59kkN=2\*GB2⑵1～5层层=1\*GB3①板板传给横梁梁的线荷载载：其中EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0..3边跨：：=3.773×3..9m=114.555kN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=（1-2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4）×=122.32kN/m中跨：：=3.773×2..1m=77.83kN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=4..9kN/m=2\*GB3②板传给纵梁梁的集中荷荷载：B轴（E轴）:3..73×××=4.555kN/mC轴（D轴）：：3.733×1.005×（1-0..09×22+0.0027）+3.773××==7.866kN/m标准层外纵墙墙自重：BB轴（E轴）14..45kkNCC轴（D轴）13..77kkNB-C((D-E))轴内横墙：29.224kN=3\*GB3③纵梁传给柱柱的集中力力：B轴（E轴）：：板传给纵纵梁线荷载载+外墙自重重+纵梁自重重=4.555×3..9×2++14.445+3..9×1..39=555.366kNC轴（D轴）：：7.866×2×33.9+33.9×11.39++13.777=800.50kN=4\*GB3④横梁传给柱柱的集中力力B轴（E轴）：：12.332×+11.39××+29..24=776.544kNC轴（D轴）：：12.332×+44.9×11.05++29.224×0..5+1..39×((3.455+1.005)=668.522kN=5\**GB33⑤1～5层柱顶集集中力：B轴（E轴）：：纵横梁传传给柱的集集中力=55..36+776.544=1311.9kkNC轴（D轴）：：纵横梁传传给柱的集集中力=68..52+880.5==149..02kkN顶层柱的集中中力：B轴（E轴）：65.115+644.86==130..01kkNC轴（D轴）:92..08+773.599=1655.67kN⑥柱端偏心距距：2～6层：BB轴（E轴）：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN·mC轴轴（D轴）:EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=1499.0200.0755=6.660kN·m顶层：B轴（E轴）：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN·mC轴（D轴）:EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN·m底层：B轴（E轴）：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN·mC轴（D轴）:EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN·m图2-166整榀框架架所受恒载载=8\**GB33⑧该榀框架架在竖向荷荷载和结构构均为对称称的作用下下，故可利利用对称性性简化计算算，由对称称性原理可可计算其一一半，中跨跨梁线刚度度修正1//2，柱线线刚度乘以以0.9图2-17梁柱线刚刚度i×10010N·mmm=3\**GB22⑶计算节点点弯矩分配配系数（以以顶层为例例）：顶层各点：结点:EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0.449EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.511结点EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.544同理2～～5层各结点点：结点EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.333EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0.333EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0..34结点C2-55:EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0..2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=00.18EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=00.18EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.444底层结点：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=00.32EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.366EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.322结点C：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0.118EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=00.19EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=00.21EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==0.422=4\**GB22⑷计算各结结点弯矩：：图2-188第六层层（kN·m）EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-28.88kN·mEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=288.8kkN·mEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-2.266kN·mEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-11.13kN·m图2-19第二～五五层（kN·m）MB右梁=--37.997kN·mMC佐领=477.08kN·mMC右梁=--23.008kN·mMD左梁=200.38kN·m图2-20第一层（kN·m）MB右梁=--36.559kN·mMC佐领=466.97kN·mMC右梁=--21.228kN·mMD左梁=188.49kN·m=5\**GB22⑸荷载作用用下：=1\**GB33①B轴柱剪力力：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN=2\*GB3②C轴柱剪力力：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=6..11kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=8..99kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=77.08kN=3\*GB3③边跨梁的剪剪力：顶层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=544.67kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=--63.222kN2～5层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==40.339kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-440.088kN底层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=400.20kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-443.277kN=4\*GB3④中跨梁的剪剪力：顶层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=77.79kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=7.799kN2～5层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==5.511kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=5.551kN图2-211竖向恒载载作用下的的弯矩图（kN·m）图2-222竖向恒载载作用下剪剪力图（kN）图2-233竖向恒载载作用下轴轴力图（kN）2.7.2竖向活载载作用下的的内力计算算在竖向活载作作用下，不不考虑框架架侧移对内内力的影响响，即框架架的侧移忽忽略不计，采采用分层法法计算。除除底层柱及及各层梁外外，各层柱柱的线刚度度均乘以0.9。由于活活荷载相对对较小，其其与恒载之之比不大于于1，引起的的内力所占占比例较小小，故采用用满布荷载载法计算竖竖向活载作作用下的框框架内力。=1\**GB22⑴顶层：=1\*GB3①板传给次梁梁的线荷载载：其中EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=1..8/6==0.3边跨：：=0.55×3.99m=1..95kkN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=（1-2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4）×=1..65kkN/m中跨：：=0.55×2.11m=1..05kkN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0..66kkN/m图2-24活载作用用下的板的的传载方式式图2-255等效荷载载=2\**GB33②板传给纵纵梁的线荷荷载：边跨：0.55×EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN/m中跨：0.661+（1-2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4）×0.55×1.005=1..05kkN/m=3\*GB3③板传给纵梁梁的线荷载载：边跨:0..5××（1-2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4）=1.446kN/m中跨：0.55×EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN=4\*GB3④横梁传给纵纵柱的集中中力：B轴（E轴）：：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN/mC轴（D轴）：：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN/m=5\*GB3⑤纵梁传给柱柱的集中力力：B轴（E轴）：：0.611×3.99/2=11.19kNC轴（D轴）：：1.055×+1..19=33.24kN=6\*GB3⑥顶层柱顶集集中力：B轴（E轴）：：(5.044+1.119)××2=122.46kNC轴（D轴）：：(5.388+3.224)××2=177.12kN=2\*GB2⑵1～5层层：=1\*GB3①板板传给横梁梁的线荷载载：其中EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=1..8/6==0.3边跨：：=2.55×3.99m=9..75kkN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=（1-2EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4）×=8..27kkN/m中跨：：=2.55×2.11m=5..25kkN/m等效为为：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=3..28kkN/m=2\*GB3②板传给纵梁梁的集中荷荷载：边跨：2.55××=33.05kN/m中跨：3.005+0..847××2.5××1.055=5.227kN/m=3\*GB3③板传给横梁梁的线荷载载：边跨：2.55×3.445×0..847==7.311kN/m中跨：2.55××1..05=11.64==1.644kN/m=4\*GB3④横梁传给柱柱的集中力力：B轴（E轴）：：3.455×7.331=255.22kNC轴（D轴）：：25.222+1..05×11.64==26.994kN=5\*GB3⑤纵梁传给柱柱的集中力力：（同次次梁）B轴（E轴）：：3.055×=5..95kkNC轴（D轴）：：5.277×+5..95=116.222kN⑥顶层柱的集集中力：B轴（E轴）：：（25.222+5..95）×2=662.344kNC轴（D轴）：：（16.222+266.94）×2=886.322kN=3\*GB2⑶顶层柱偏偏心距:B轴（E轴）:112.466×0.005=0..62kkN·mC轴（D轴）：：17.112×0..075==6.477kN·m2～5层：B轴（E轴）：：62.334×0..05=33.12kN·mC轴（D轴）：：86.332×0..075==6.477kN·m底层：B轴（E轴）:62..34×00.0755=4.668kN·mC轴（D轴）：：86.332×0..1=8..63kkN·m图2-266活荷载作作用下的计计算简图（kN·m）=4\**GB22⑷计算各结结点弯矩：：顶层：MB右梁=EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==-6.335kN·mMC左梁=EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=6.335kN·mMC右梁梁=EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-0..3kN·mMDD左梁=EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0.115kN·m2～5层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-32.669kN·mEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=332.699kN·mEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-1.2kN·mEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-1..6kN·m图22-27第六层：（kN·m）=5\**GB22⑸活荷载作作用下剪力力计算：=1\*GB3①B轴柱剪力力：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4kN=2\*GB3②C轴柱剪力力：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=3.05kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=6..52kkNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=33.94kN=3\*GB3③边跨梁的剪剪力：顶层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=5..43kkNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-55.61kN2～5层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==27.994kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-533.92kN底层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=277.86kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-299kN=4\*GB3④中跨梁的剪剪力：顶层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=0..84kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-00.84kN1～5层：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4==3.444kNEQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4=-3..44kN图2-288第二～～五层：（kN·m）图2-29第一层：（kN·m）图2-30竖向活载载作用下的的弯矩图（kN·m），不需调整整图2-31竖向活载载作用下的的剪力图（kN）图2-32竖向活载载作用下的的轴力图（kN）2.8内力力组合本设计中，梁梁取梁两端端作为承载载力设计的的控制截面面，柱取柱柱顶与柱底底两截面作作为控制截截面。竖向向活载作用用下没有考考虑活载的的最不利布布置，以满满跨布置计计算，所以以活载作用用下的跨中中弯矩乘以以1.15的增大系系数。考虑一下四种种组合：EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4；EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4；EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4；EQ\*jc2\*"Font:TimesNewRoman"\*hps12\o\ad(\s\up11(EMBEDEquation.DSMT4对于抗震组合合，选取最最不利内力力时考虑抗抗震承载力力调整系数数0.755。图2-33梁柱节点点编号表2-211两内力组组合表楼层截面内力荷载类型内力组合恒载SGk①①活载SQk②②风载SWk③③地震作用SEEk④1.2①+11.4②1.35①①+②1.2①++1.266(②±③)1.2（①++0.5②）±1.3④一层B1C1梁左M-36.599-24.27714.2344.31-77.8886-73.66665-56.55584-92.4118-0.8677-116.0073V40.227.89-3.69-11.67787.286682.1678.732288.0300849.803380.1455梁右M-46.977-32.211.2536.22-101.4444-95.60095-82.7661-111.1111-28.5998-122.777V43.2729-3.69-11.67792.524487.4144583.8144693.1133454.153384.4955C1D1梁左M-21.288-13.05526.0883.92-43.8006-41.7778-9.11882-74.8339875.73-142.4462V5.513.44-24.844-79.92211.428810.87885-20.355242.24448-95.222112.5772梁右M-21.288-13.05526.0883.92-43.8006-41.7778-9.11882-74.8339875.73-142.4462V5.513.44-24.844-79.82211.428810.87885-20.355242.24448-95.099112.4442D1E1梁左M-46.977-32.211.2536.22-101.4444-95.60095-82.7661-111.1111-28.5998-122.777V-43.277-29-3.69-11.677-92.5224-87.41145-93.11134-83.81146-84.4995-54.1553梁右M-36.599-24.27714.2344.31-77.8886-73.66665-56.55584-92.4118-0.8677-116.0073V-40.2-27.866-3.69-11.677-87.2444-82.133-87.9993-78.69942-80.1227-49.7885二层B2C2梁左M-37.977-24.84411.0639.54-80.344-76.09995-62.92268-90.7998-9.0666-111.887V40.3927.94-2.84-10.16687.584482.4666580.094487.2500852.024478.44梁右M-47.088-32.0558.5230.55-101.3366-95.6008-86.14438-107.66142-36.0111-115.4441V40.0853.92-2.84-10.677123.5884108.0228112.45568119.6113666.577794.3199C2D2梁左M-23.088-14.61119.7470.77-48.155-45.7668-21.23322-70.977755.5399-128.4463V5.513.44-18.8-67.411.428810.87885-12.7441634.63444-78.944496.2966梁右M-23.088-14.61119.7470.77-48.155-45.7668-21.23322-70.977755.5399-128.4463V5.513.44-18.8-67.411.428810.87885-12.7441634.63444-78.944496.2966D2E2梁左M-47.088-32.0558.5230.55-101.3366-95.6008-86.14438-107.66142-36.0111-115.4441V-40.088-53.922-2.84-10.166-123.5584-108.0028-119.66136-112.44568-93.6556-67.244梁右M-37.977-24.84411.0639.54-80.344-76.09995-62.92268-90.7998-9.0666-111.887V-40.399-27.944-2.84-10.166-87.5884-82.46665-87.25508-80.0994-78.444-52.0224三层B3C3梁左M-37.977-24.8448.9835.6-80.344-76.09995-65.54476-88.17772-14.1888-106.7748V40.3927.94-2.27-9.0387.584482.4666580.8122286.5322653.493376.9711梁右M-47.088-32.0556.726.69-101.3366-95.6008-88.4337-105.3321-41.0229-110.4423V40.0853.92-2.27-9.03123.5884108.0228113.1775118.8995468.709992.1877C3D3梁左M-23.088-14.61115.5161.85-48.155-45.7668-26.5662-65.6447243.9433-116.8867V5.513.44-14.78858.911.428810.87885-7.6766429.5699285.2466-67.8994梁右M-23.088-14.61115.5161.85-48.155-45.7668-26.5662-65.6447243.9433-116.8867V5.513.44-14.788-58.911.428810.87885-7.6766429.56992-67.899485.2466D3E3梁左M-47.088-32.0556.726.69-101.3366-95.6008-88.4337-105.3321-41.0229-110.4423V-40.088-53.922-2.27-9.03-123.5584-108.0028-118.88954-113.1175-92.1887-68.7009梁右M-37.977-24.8448.9835.6-80.344-76.09995-65.54476-88.17772-14.1888-106.7748V-40.399-27.944-2.27-9.03-87.5884-82.46665-86.53326-80.81122-76.9771-53.4993四层B4C4梁左M-37.977-24.8446.7129.39-80.344-76.09995-68.40078-85.3117-22.2661-98.6775V40.3927.94-1.67-7.3687.584482.4666581.5688285.7766655.664474.8梁右M-47.088-32.0554.8321.36-101.3366-95.6008-90.79932-102.99648-47.9558-103.4494V40.0853.92-1.67-7.36123.5884108.0228113.9331118.1339470.8890.0166C4D4梁左M-23.088-14.61111.249.47-48.155-45.7668-31.99926-60.2116627.8499-100.7773V5.513.44-10.677-47.11111.428810.87885-2.4977824.39006-52.566769.9199梁右M-23.088-14.61111.249.47-48.155-45.7668-31.99926-60.2116627.8499-100.7773V5.513.44-10.677-47.11111.428810.87885-2.4977824.39006-52.566769.9199D4E4梁左M-47.088-32.0554.8321.36-101.3366-95.6008-90.79932-102.99648-47.9558-103.4494V-40.088-53.922-1.67-7.36-123.5584-108.0028-118.11394-113.9931-90.0116-70.888梁右M-37.977-24.8446.7129.39-80.344-76.09995-68.40078-85.3117-22.2661-98.6775V-40.399-27.944-1.67-7.36-87.5884-82.46665-85.77766-81.56682-74.8-55.6664五层B5C5梁左M-37.977-24.8444.0419.88-80.344-76.09995-71.7772-81.95528-34.6224-86.3112V40.3927.94-1.01-5.0187.584482.4666582.3999884.945558.719971.7455梁右M-47.088-32.0552.9114.69-101.3366-95.6008-93.21124-100.55456-56.6229-94.8223V40.0853.92-1.01-5.01123.5884108.0228114.76626117.3007873.935586.9611C5D5梁左M-23.088-14.6116.7434.03-48.155-45.7668-37.61122-54.59977.777-80.7001V5.513.44-6.42-32.41111.428810.878852.8572219.03556-33.455750.8099梁右M-23.088-14.6116.7434.03-48.155-45.7668-37.61122-54.59977.777-80.7001V5.513.44-6.42-32.41111.428810.878852.8572219.03556-33.455750.8099D5E5梁左M-47.088-32.0552.9114.69-101.3366-95.6008-93.21124-100.55456-56.6229-94.8223V-40.088-53.922-1.01-5.01-123.5584-108.0028-117.33078-114.77626-86.9661-73.9335梁右M-37.977-24.8444.0419.88-80.344-76.09995-71.7772-81.95528-34.6224-86.3112V-40.399-27.944-1.01-5.01-87.5884-82.46665-84.9445-82.39998-71.7445-58.7119六层B6C6梁左M-41.233-3.881.8610.96-54.9008-59.54405-52.02212-56.70084-37.5556-66.0552V54.675.43-0.43-2.573.206679.2344571.904472.9877665.612272.1122梁右M-70.199-6.481.096.34-93.3-101.2237-91.01194-93.76662-79.8774-96.3558V63.225.61-0.43-2.583.718890.957782.3900883.4744475.9882.48C6D6梁左M-41.999-3.742.5114.69-55.6224-60.42265-51.93378-58.2663-33.5335-71.7229V7.790.84-2.39-13.99910.524411.356657.39513.41778-8.335528.0399梁右M-41.999-3.742.5114.69-55.6224-60.42265-51.93378-58.2663-33.5335-71.7229V7.790.84-2.39-13.99910.524411.356657.39513.41778-8.335528.0399D6E6梁左M-70.199-6.481.096.34-93.3-101.2237-91.01194-93.76662-79.8774-96.3558V-63.222-5.61-0.43-2.5-83.7118-90.9557-83.47744-82.39908-82.488-75.988梁右M-41.233-3.881.8610.96-54.9008-59.54405-52.02212-56.70084-37.5556-66.0552V-54.677-5.43-0.43-2.5-73.2006-79.23345-72.98876-71.9004-72.1112-65.6112表2-222柱内力力组合表楼层截面内力荷载类型内力组合恒载SGk①①活载SQk②②风载SWk③③地震作用SEEk④1.2①+11.4②1.35①①+②1.2①+11.26((②±③)1.2（①++0.5②）±1.33④一层BB1柱顶M25.3114.62-7.82-23.48850.8448.7888538.9458.646648.6269.6688V-7.3-4.225.5416.54-14.6668-14.0775-7.09668-21.0557610.21-32.7994N766.588181.666-11.91145.731174.2221216.55431133.77811163.77941088.334969.4443柱底M12.667.31-20.833-62.53325.426624.4011-1.8433250.64884-61.7111100.8667V-7.3-4.225.5416.54-14.6668-14.0775-7.09668-21.0557610.21-32.7994N773.133181.666-11.91145.731182.0081225.33861141.66411171.66541096.22977.3003CC1柱顶M-24.544-13.666-21.699-64.822-48.5772-46.7889-73.9889-19.33302-121.99146.6222V-7.08-3.949.2727.7-14.0112-13.4998-1.78002-25.1440625.15-46.877N643.966236.733-77.9299.7331104.11741106.0076972.877781169.11861304.444525.1441柱底M-12.277-6.83-26.511-79.222-24.2886-23.39945-56.7332410.07228-121.88184.1644V-7.08-3.949.2727.7-14.0112-13.4998-1.78002-25.1440625.15-46.877N655.511236.733-77.9299.7331118.00341121.6669986.733781183.00461318.33539.0001DD1柱顶M24.5413.6621.6964.8248.572246.789973.989919.33002121.911-46.6222V-7.08-3.949.2727.7-14.0112-13.4998-1.78002-25.1440625.15-46.877N643.966236.73377.9299.7331104.11741106.00761169.1186972.877781304.444525.1441柱底M12.276.8326.5179.2224.286623.3944556.73224-10.07728121.8008-84.1664V-7.08-3.949.2727.7-14.0112-13.4998-1.78002-25.1440625.15-46.877N655.511236.73377.9299.7331118.00341121.66691183.0046986.733781318.33539.0001EE1柱顶M-25.311-14.6227.8223.48-50.844-48.78885-38.944-58.64464-8.62-69.6668V-7.3-4.225.5416.54-14.6668-14.0775-7.09668-21.0557610.21-32.7994N761.588181.66611.9145.731168.2221209.77931157.77941127.77811082.334963.4443柱底M-12.666-7.3120.8362.53-25.4226-24.40011.84322-50.6448461.7111-100.887V-7.3-4.225.5416.54-14.6668-14.0775-7.09668-21.0557610.21-32.7994N773.133181.66611.9145.731182.0081225.33861171.66541141.66411096.22977.3003二层BB2柱顶M28.8918.8-6.41-21.83360.988857.8011550.2799466.4322617.569974.3277V-13.944-9.333.5612.13-29.799-28.1449-23.99982-32.96694-6.5577-38.0995N641.611148.022-8.2234.06977.1661014.1194946.088966.79944903.0222814.4666柱底M21.2924.27-6.41-21.83359.526653.0111548.0511664.2044811.731168.4899V-13.944-9.333.5612.13-29.799-28.1449-23.99982-32.96694-6.5577-38.0995N648.344148.022-8.2234.06985.23361023.2279954.1556974.87704911.0998822.5442CC2柱顶M-19.3-14.477-15.644-53.322-43.4118-40.5225-61.09986-21.68858-101.11637.4744V-8.99-6.528.6929.62-19.9116-18.65565-8.05338-29.9552623.8066-53.2006N534.111192.855-53.066219.811910.9222913.89985817.06674950.777861042.44470.8889柱底M-13.077-9.01-15.644-53.322-28.2998-26.65545-46.7443-7.33002-90.400648.2266V-8.99-6.528.6929.62-19.9116-18.65565-8.05338-29.9552623.8066-53.2006N540.488192.855-53.066219.811918.5666922.4998824.71114958.422261050.004478.5333DD2柱顶M19.314.4715.6453.3243.418840.525561.0988621.68558101.1558-37.4774V-8.99-6.528.6929.62-19.9116-18.65565-8.05338-29.9552623.8066-53.2006N534.111192.85553.06219.811910.9222913.89985950.77786817.066741042.44470.8889柱底M13.079.0115.6453.3228.298826.6544546.74337.3302290.4066-48.2226V-8.99-6.528.6929.62-19.9116-18.65565-8.05338-29.9552623.8066-53.2006N540.488192.85553.06219.811918.5666922.4998958.42226824.711141050.004478.5333EE2柱顶M-28.899-18.86.4121.83-60.9888-57.80015-50.27794-66.43326-17.5669-74.3227V-13.944-9.333.5612.13-29.799-28.1449-23.99982-32.96694-6.5577-38.0995N641.611148.0228.2234.0697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